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Plans (126)
20.-11. 1 4'-6" 13' -01'-O" 8'-10" 12'- (�, wwww ri CO 03 CO D. CC/) a AUG 0 ('.JJ1r a -a N GJ - Cr (1 .� W N •� I� cow coca = BSJR1 _\! Ix 1 ./ AJ Pk' ; t,z „ A.l'>,1 i di FL' m BSJR2 _11111.. Ico IV' AJ2 m - B.11 I „ AJ3 m c r-• 2 �:' AJ4 o ,. BH AJ5 v z c - !� ... S 34 j AJ6 w o czi`m' z ! cm � AJ5 —Cl) o " i'- B5 7.: �� AJ4 Za X N N AJ3 �, X1 m c� 2 2 2 ' ` �B6 — AJ2 ' m N CA) .P a• - AJ1 1-12t o _ ill _ .. , B7 2 /...CO CO '� 011111L11.1' - 7 CD RIF 0 IIM - aYa CM •PtDSJ1___ \, l I , el ISI 01-12_ NI ° I' D3 (3) 1,11 i . ! 1 '-101/2" �I® cx,N w _1 • ejt ®/I#0,44/00,I � 'J4 44111r . ch ., , _._ , g/eo,g-/R111, : J2 I I� 1 nomusil . , , , , ,mmm mmmm �mmmmmm 'P 4'-6" 1'-1" w l-% -, co OD •••••J CA CJ •42.. CE I J N CD t- 10'-6" 51'-0" -6" I ®Copyright CompuTrus Inc-2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS GLOBAL HOUSING 04/20/18 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER . 20829 GLOBAL LOT 2 WALNUT INFORMATION.BUILDING DES RESPONSIBLE FOR N RECORD PLAN: DRAWN BY: REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING LOT 2 WALNUT / ACHECKED BY: DESIGNER/ENGINEER OF RECORD TO TR • REVIEW AND APPROVE OF ALLus s COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. LOT 2 WALNUT 0.11"- 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. _ _____ ______._, 1 ims MiTek MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: 20829 GLOBAL LOT 2 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: K4514410 thru K4514489 My license renewal date for the state of Oregon is December 31,2019. �� PRQFss GINE 89200PE 9t OREGON�t, diE'RRILL e' April 19,2018 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. I This design prepared from computer input by Pacific Lumber and Truss-BC L MBER SPECIFICATIONS 23-00-00 HIP SETBACK 4-10-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 + T 2x4 DF #S&BTR; 23-00-00 GIRDER SUPPORTING 20-08-00 FROM 7-00-00 TO 23-00-00 1- 2-1 0) 100 2-13=(-1534) 6044 13- 3=( -300) 130 19- 9=( -808) 3194 2x6 DF SS T2 LOAD DURATION INCREASE - 1.15 (Non-Rep) 2- 3=( -7740) 2012 13-14=(-1592) 6062 3-14-( -786) 2772 9-20=1-9068) 1204 B 2x6 DF SS 3- 4=( -8930) 2414 14-15=(-2970) 10962 14- 4=( -774) 3022 10-20=( -890) 3198 W 85: 2x4 DF STAND LOADING 4- 5=( -8018) 2108 15-16=(-3780) 13736 14- 5-1-5122) 1460 20-11=( -626) 21'70 LL - 25 PSF Ground Snow (Pg) 5- 6-1-11476) 3160 16-17=(-9050) 19630 5-15=(-1026) 4094 11-21=( -44) 438 T LATERAL SUPPORT G= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.01= 64.0 PLF 0'- 0.0" TO 4'- 10.0" V 6- 7=(-13962) 3892 17-18=1-4050) 14630 15- 6=(-3114) 932 B LATERAL SUPPORT 0= 12'•00. UON. TC UNIF LL( 85.4)+DL( 23.91= 109.3 PLF 4'- 10.0" TO 18'- 2.0" V 7- 8=1-13786) 3864 18-19=(-3750) 13542 6-16-) -394) 1812 TC UNIF LL( 50.0)+DL( 14.01= 64.0 PLF 18'- 2.0" TO 23'- 0.0" V 8- 9=(-11130) 3106 19-20=(-2942) 10728 16- 7=( -912) 292 _=----_.__ - BC UNIF LL( 0.0)+DL( 34.21- 34.2 PLF 0'- 0.0" TO 23'- 0.0" V 9-10-( -8380) 2308 20-21=1-1790) 6804 17- 7=( -172) 1046 NOTE: 2x4 BRACING AT 24"OC UON. FOR BC UNIF LL( 233.3)+DL( 158.71= 392.0 PLF 7'- 0.0" TO 23'- 0.0" V 10-11=( -9332) 2552 21-12-(-1792) 6830 7-18-1-1124) 332 ASLFLATTOP CHORD AREAS NOT SHEATHED 11-12=( -8736) 2302 18- 8-( -420) 1942 _.- -- TC CONC LL( 154.9)+DL( 43.21= 197.6 LBS @ 4'- 10.0" 8-19=1-3300) 966 TC CONC LL( 154.9)+DL( 43.21= 197.6 LBS @ 18'- 2.0" Or1�ERHANGS: 24.0" 0.0" AUDI: BC CONC LL+DL= 1791.0 LBS @ 6'- 0.0" BEARING MAX VERT MAX HOBO BRG REQUIRED BRG AREA 1 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -1428/ 5346V -41/ 55H 5.50" 8.55 IF ( 625) ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 23'- 0.0" -1602/ 6218V 0/ OH 5.50" 9.95 OF ( 625) Attach 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP nails staggered: r : 9" oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. oc 9" oc in 2 row(s) throughout 2x6 top chords, FOUND. 2: Design checked for net(-5 psf) upliftat 24 " spacing. 7 9" oc in 2 row(s) throughout 2x6 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 webs. 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 = 0.175" @ 11'- 6.0" Allowed = 1.104" MAX TL CREEP DEFL = -0.508" @ 11'- 6.0" Allowed = 1.472" MAX HORIZ. LL DEFL - -0.047" @ 22'- 6.5" MAX HORZZ. TL DEFL = 0.092" @ 22'- 6.5" Design conforms to m3 indforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9-09-11 13-09-10 4-09-11 load duration tactor=l.6, T 1' f f Truss 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 in the plane of the truss only. f12 197.10# 197.60# T T 12 6.00 Q 6.00 M-6x8 M-6x8 M-5x8 M-3x6 M-3x8 M-3x8 M-9x6 'o --_,M-9x4pm M T2 FM _7 mit 4 M-9x9 3 M-7x10 M-8x10 ioo IIImo D es m m Q 1 2 g 13 19 15 16 17 18 19 20 21 12 M-1.5x3 M-6x8 M-7x6 _M-4x4 0.25" :=M-4x4 M-4x6 M-5x8 M-3x6 I MSHS-8x10(S) I y y y +�1791# y y y y y � � O PR Op�s� J, 2 00 )' 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 !NGINE / 23-00 -- y GJ V" 4,9 Q'Y ,,,_s#4/ :9200PE 9r' LOB NAME : 20829 GLOBAL LOT 2 WALNUT - AH1 _ Scale: 0.2626 1 �/ : WARNINGS: GENERAL NOTES, unless otheesHe noted: a M 1.Builder and emotion contractor should a advised of all General Notes 1.This design is based only upon IM parameters shown and is for an individual y� ,�OREGON �1(� r u O S: AH 1 and Warnings before constructioncommences. building component.Applicability of design parameters and proper 2.2x4 car and emn web bracing must be installed advised 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 tap and bosom chords to be laterally braced a1 '1 Is the reof the erector.Additional Y ex.and at 10'o.c.respectively unless brazed throughout(heir length D ER TE: 4/18/2018 permanent bracing or continuous sheathing such as plywood sheathing(TC)and7or drywatijec) ,a �' the overall aYss4ura is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown c a MFR Q.: K 9 514 410 4.No)Doti Maid a applied to any cpnpo rant until ager all bracing and 4.Mstallation of Miss is Me responsibility of the respective contractor. !� w fasteners are complete and at no time should any loads greater man 5.Design assumes trusses are to be used b a nanmonosive environment. ANS I D: LINK design loads be applied to any component. and are r«"dry condition*ofuse. 5.CortpuTNs Moa no control over and assumes no responsibility for the 6.Design assumes IDU bearing at all supports shown.Shim on wedge If (� .l pEXPIRES: 12-31-2019 fabrication.llmtlYrg,shipment and Installation of components. 7.Design assumes adequate drainage is provided. April 9,20 18 6.This design le furnished subject Is the limitations set forth by 8.plates shag be located an both faces of buss.and placed so their center TPPWTCA Is SCSI.copies of which will be furnished upon request. Ines coincide with joint center Ines. MITek USA,YYc./Com This Software ..8 0.Digits indicate size of plate In inches. PO78 (1L E)- 10.For bask connector plata design values see ESR-1311.ESR-1988(MITek) w • This design prepared from computer input by Pacific Lumber and Truss-BC L MOOR SPECIFICATIONS TRUSS SPAN 4'- 10.0" TBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 r T 2x1 DF #160TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-5=(0) 0 2-3=(-638) 343 B 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-276) 492 W BS: 204 DF STAND LOADING 3-4=( -98) 48 T LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF B LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 1TINS: TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 1-07-09 1-07-09 0'- 0.0" -136/ 5880 -9/ 759 5.50" 0.94 DF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 10.9" -183/ 16V 0/ OH 1.50" 0.07 DF ( 625) ERHANGS: 29.0'• 0.0" 4'- 10.0" 0/ 46V 0/ OH 5.50" 0.07 DF ( 625) I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. PPROVIDE FULL BEARING;Jts:2,4,5 j BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP _ AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. HIND. 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" 1-11-11 MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" T MAX LL DEFL = 0.006" @ 1'- 4.5" Allowed - 0.070" MAX TL CREEP DEFL = 0.008" @ 1'- 4.5" Allowed = 0.093" 12 MAX LL DEFL - 0.000" @ 0'- 0.0" Allowed = 0.120" 6.00 17'. MAX BC PANEL TL DEFL = -0.018" @ 2'- 6.4" Allowed = 0.255" MAX BORIS. LL DEFL - -0.006" @ 1'- 10.9" MAX HORIZ. TL DEFL - -0.007" 0 1'- 10.9" Design conforms to main windforce-resisting 4 - system and components and cladding criteria. M-3x9 -/ Wind: 140 mph, h-19.8ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Sir), load duration factor=1.6, Truss designed for wind loads t7 in the plane of the truss only. ii, * i r- /- o m rill ti o a� , of 211110-=-0.11._ INE2315 1 M-3x6 2-00 4-10 <yc.O PROP IL ��<� F.NG`IN'�F-,Q /0 •9 0 - r, LI OB NAME : 20829 GLOBAL LOT 2 WALNUT - AJ1 Scale: 0.6862 WARNINGS: GENERAL NOTES, uoless otherwke noted: ru s s: AJ l Builder and erection contractor wwwd w advised of PI General Notes Tn a design s based only upon me parameters shown and is for an individual gG ,�©RECON L(/ and Wamigs before construction commences. building component Applicability of design parameters and proper 2.244 comprestlon web bracing must be installed where shown+. incwporelion of component is the responsibility of the building designer. �} ��� �� 3.Additional bracing to insure stabil duan 2.Design assumes the top and bottom chords to be laterally braced at �� ']}I y 1 temporary 9 stability 9 nt bracing o T o.c.ash al 10'o.a restlecti roly uoleas braced throughout Mair length by is the respe,�kWly f the enema.Additional permanent bracing of continuous shaetM,g each as plywood sheathing(TC)and/or drywall(BC). /�It D TE: 4/18/2018 the overall steNlure is the reeponeibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ,✓, [� �` Q.: K4 519 411 ° No load Mo u w applied o any ownpanem amu aver all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 �/ fasteners are complete and at no time Mould any loads greater than 5.Design assumes truss.are to be used M a noncorrosive environment, ANS ID: LINK design loads he applied toany componmh andaer«tiycondnim of use. 5.CanpuTrus Oils no control over and assumes no responsibility for the 6.Design assumes full basing al Al supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,hratlrg,shipment and installation of components. 7.Design assumes adequate drainage is prodded. April 1 9,201 8 6.Thin design lfwnished subject to the limitations set forth by 8.Plates shell be located on both faces of buss.and placed so their center TPIAMTCA M SCSI,copes of which will be funoehed upon request. lines coincide with joint anter Anes. MiTek USA,Inc./ComuTNs Software 7.8.8 1L E 9.Digits Indicate sine of plate in inches. F )' 10.For bask connector plate design values see ESR-1311.ESR-1988(MiTek) I - I This design prepared from computer input by I Pacific Lumber and Truss-BC Lt.111BER SPECIFICATIONS TRUSS SPAN 4'- 10.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 ` TQ: 204 DF N1&BTR LOAD DURATION INCREASE = 1.15 1-2-( 0) 101 2-5=(0) 0 2-3=(-605) 282 B 2x9 IF #1&BTR SPACED 29.0" O.C. 2-3-(-288) 519 W S: 2x9 DF STAND 3-4=( -57) 48 LOADING T LATERAL SUPPORT 0- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD- 32.0 PSF B LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BEG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) L INS: 2-00-00 2-00-00 0'- 0.0" -105/ 517V -16/ 1058 5.50" 0.83 DF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -53/ 1130 0/ OH 1.50" 0.18 DF ( 625) O BHANGS: 24.0" 0.0'• 9'- 10.0" 0/ 46V 0/ OH 5.50" 0.07 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. [PROVI_DE FULL BEARING;Jts:2,4,5 BOTTOM CHORD CHECKED FOR 1OPSF 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'- 0.0" Allowed - 0.200" 3-11-11 MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" 1' T MAX LL DEFL = 0.030" @ 1'- 8.4" Allowed = 0.170" MAX TL DEFL = 0.030" @ 1'- 8.4" Allowed = 0.226" 12 MAX LL DEFL - 0.000" @ 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" @ 3'- 10.9" 4 -/ MAX HORIZ. TL DEFL = -0.015" @ 3'- 10.9" Design conforms to main windforce-resisting 0 system and components and cladding criteria. Wind: 140 mph, h=20.3f t, TCDL-4.2,BCDL=6.0, ASCE 7-10, M-3x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3M load duration factor=1.6, Truss designed for wind loads 1 in the plane of the truss only. r- i 1111111. o N F of o .all 1111 2►� ►BMS 1 M-3x6 1 y y b 2-00 4-10 �4 c O PROFFss N., v,GINEe'4 / �' :9200PE �� • 40B NAME : 20829 GLOBAL LOT 2 WALNUT - AJ2 „de. . Scale: 0.6362 - - I WARNINGS: GENERAL NOTES, unless otherwise noted: it ,.j 1.Builder and erection contractor should be advised of all General Notes 1.This design b based 0,47 upon the parameters shown end is for an individual �'} OREGON L ru s s: AJ2 and W before conviction commences. g componen.ApplicabIi of design parameters and J/ . Warnings building 1 ty n proper 4' A. 2.2e4 compression web bracing must be installed where shown 4. incorporation or competent is the responsibility of the building designer. i 3.Additional temporary bracing to Insure stability&Ong construction 2.Design assumes the top and bottom chords b be laterally braced at /"� r 2 A� is de responsibility of the erecta.Additional permanent bracing of 2'0.0.and at 10'o.c.respectively unless braced throughout then length by /L/ ) 4 111 TE: 4/18/2018 Ina ovsrafl aburcnrre is nares responsibility of the bail continuous sheathing such as ptywoad sheathing(TC)arw/or erywan(Bc). Pets ty ding designer. 3.2e Impact bridging or lateral bracing required where shown t+ ill R 1 r EQ. : K4 514 4 12 4.No bad should be applied to any component until after all bracing and 4.Installation of truss R the responsibility of the respective contractor. � fasteners are mnplete and at no time should any bads greater than 5.Design assumes tresses are to be used In a non-corrosive environment, design loads be applied to any cgnpomml. and are M*dry condition'of use. BANS ID: LINK 6.Design assumes full baring alallsuppodsshown.Shmorwedge if EXPIRES: 12-31-2019 5.CompuTnrs has no control over and assumes no responsibility for thes , .1(� p fabrication.handling,shipment and installation of components. 7.necessary. 19 Design assumes adequate drainage is provided. April ,2018 6.This design Y finished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center TPIANYCA M BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek8USA,Inc/Com Trus Software 7.6.8(11)-Eto.FonbDigits Ihoi Indicate plate ee Inches. W .Dorbask size relate h Inn values see ESR-1317,ESR-1986(MiTek) 1 I • This design prepared from computer input by Pacific Lumber and Truss-BC : 2x4 DF UMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7'• IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=7.00 C #15BTR 2x4 DF #1 LOAD DURATION INCREASE = 1.15 1-2-( 0) 101 2-6=(0) 0 2-3=(-607) 239 &BTR SPACED 29.0" O.C. 2-3-( 287) 517 BS: 254 OF STAND 3-4=1-110) 72 LOADING 4-5=( -60) 31 LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BEG REQUIRED BRC AREA TINS: 2-00-00 2-00-00 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) ' " -88/ ERHANGS: 29.0'• 0.0'• 4'- 7.3" 0/ 5260 0/ OH 5.50" 0.07 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 40'-- 90.2.0" -1-38908/// 139/ 2970460 -29/ 1360 5.50" 0.89 DF ( 625) 0/ OH 1.50" 0.38 DF ( 625) OH 1.50" 0.07 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 5'- 11.7" -58/ 46V 0/ BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. _ (PROVIDE FULL BEARING;Jts:2,6,4,5 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 5-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/I80 f MAX LL DEFL = 0.090" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL - -0.096" @ -2'- 0.0" Allowed - 0.267" 12 MAX LL DEFL = 0.034" @ 1'- 8.9" Allowed = 0.196" 6.00 5 -/ MAX TL CREEP DEFL = -0.038" @ 1'- 8.4" Allowed = 0.261" MAX HORIZ. LL DEFL = -0.017" @ 4'- 9.2" 4 MAX HORIZ. TL DEFL = -0.017" @ 4'- 9.2" Design conforms to main windforce-resisting 1 system and components and cladding criteria. N Wind: 140 mph, h-20.8ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, m (All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dir), load duration factor=l.6, M-5X6 Truss russ designed for wind loads o in the plane of the truss only. I M • o All111,1111' O l O i III 2�� ��6 M-3x6 y y y y 2-00 4-10 1-01-11 �4 g" PROp �_% .AGINEF.4 s/fa :9200PE �" LOB NAME : 20829 GLOBAL LOT 2 WALNUT - AJ3 - Scale: 0.5828 WARNINGS: GENERAL NOTES, unlessoterwise noted: O 1�TU 5 S: AJ3 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 174. ,�ORECC GON ltf and Warnings before construction commences. building component.Appliwdllly of design parameters and proper 2.2x4 comlxaseipn web bracing must be inetaged where shown�. incorporation of component is the responsibility of the building designer. �a ��Y v. 1 3.Additional temporary bracing b Insure stability doting construction 2.Design assumes the lop end bottom chords to be laterally braced at /ja y is the responsibility of the erector.Additional permanent bracing of 2'o.c.and al 10'o.c.respectively unless bracedthroughout their length by (� D TE: 4/18/2018 comkhuousmealhingsumaa oeaaMalnin Tc ' 10, Ne overact spcbaa N he responsibility Ad i M the ansaeuilding designer. ph/wood sheathing(TC)and/or drywall(BC). V 4.No load ahold beapplied to 3.2s helmet bridging o lateral bracing required where shown a h �� S Q. : K 4 514 413any component linin after all bracing area 4.Installation of truss Is the responsibility ofthe respective contractor. (� fasteners are complete and al no lima should any loses greater than 5.Design assumes trusses are to be used in a non-corrosive environment, l ANS I D: LINK design treads b.applied to any component. area are o'Wry condition.or use. 12-31-2019({4 S CompuTres bs no control over area assumes no responsibility for the 6.D�assumes hall boating al all supports shown.Shim or wedge it EXPIRES: 1 2- 1- 1.I I fabrication,hooding.shipment and Installation of components. n. ,.Pates haall bekaaedon drainage oprovided. Huss,an April 19,2018 6.rnis design BCS(,co subject b rens lireitatons sal form by 8.Plates anon be bested on both lata:of bow,and placed so their center TPVWTCA M BCS(,copies of which will be furnished upon request. lines coincide colt joint center lines. MiTek USA,IrecJCorepuTdus Software 7.8. 1LE 9.Digits indicate size of plate in inches. }- 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LLit4RER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 T : 2x4 DF 61&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-6-10) 0 2-3=(-605) 191 B : 2x9 DF #1&BTR SPACED 24.0" O.C. 2-3-(-2R8) 518 W BS: 2x9 DF STAND 3-4=(-154) 73 LOADING 4-5=) -61) 28 T LATERAL SUPPORT 5- 12"OC. UON. LL( 25.0)-IDL( 7.0) ON TOP CHORD = 32.0 PSF B LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA L INS: 2-00-00 2-00-00 LOCATIONS REACTIONS REACTIONS STXF. SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -67/ 519V -32/ 168H 5.50" 0.83 DF ( 625) O RHANGS: 24.0" 0.0" 4'- 7.3" 0/ 46V 0/ 0H 5.50" 0.07 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 4'- 9.2" -141/ 301V 0/ OH 1.50" 0.39 DF ( 625) REQUIREMENTS OF INC 2015 AND IRC 2015 NOT BEING MET. 7'- 11.7" -35/ 960 0/ OH 1.50" 0.15 DF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (PROVIDE FULL BEARING;Jts:2,6,4,5 COND. 2: Des;gn checked for net(-5 psf) uplift at 24_oc_spacinII 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" 7-11-11 MAX TL CREEP DEFL - -0.046" @ -2'- 0.0" Allowed - 0.267" - - MAX LL DEFL = 0.032" @ 1'- 8.4" Allowed = 0.196" 5 -/ MAX TL CREEP DEFL = -0.037" @ 1'- 8.4" Allowed = 0.261" 12 • MAX HORIZ. LL DEFL - -0.017" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.017" @ 7'- 10.9" 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. 4 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=l.6, 0Truss designed for wind loads in the plane of the truss only. I r- 0 c M-5x6 o i1a�l m o /- - 2 11Wer ►�6 M-3x6 1 y 2-00 y 9-10 )' 3-01-11 )' w��� �NGtNEF9 /�29 89200PE �" IOB NAME : 20829 GLOBAL LOT 2 WALNUT - AJ4 '''' . Scale: 0.5029 -- O Cr WARNINGS: GENERAL NOTES, unless otherwise noted: IlI 1.Builder and action contractor should be advised a all General Notes 1.This design Is based oniy upon the parameters shown and is for an individual r u s s: AJ4 and Waminp before construction commences. building component.Applicability of design parameters and proper pct , OREGON � 2.2x4 compression web bredhp moat be installed where chows,. incorporation a component Is the responsibility of the building designer. Y ��� I 3.Additional bpwrary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced al c_i {d Is the reapolalbWty of the erector.Additional pewanant bracing of 2'o.c.and at 18'ow respectively unless braced throughout their tenon)by ,O •T s IDD N''sheathing such as plywood sheathing(TC)where o andlor drywell(BC). 0 R�10- EXPIRES: �� N, TETE: 9/18/2018 the overaN structure is the responsibility of the building designer. 3.Ts Impact bridging or lateral bracing required shown++ EQ. K4 5 19 414 4.Na load more be applies 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 dna should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment. RANS ID: LINK design loads be applied to any component. dna are for dysamAbn of 1180. 5.Compares as no control over and assume:no responsibility for the 6.Design assumes fun bearing at all supports shown.Shim or wedge if .l(� .I pEXPI RES: 12-31-2019 fabrication,Wd0ng,shipment and installation of components. 7.Design assumes adequate drainage is prodded. April 1 9,20 1 8 6.This design b Swished subject to the limitations set forth by 8.Plates shall be located on both faces of buss,end placed so their center TPIANTCA la SCSI,copies of which wig be furnished upon request. lines coincide with joint center Anes. MITek USA,Inc/Com uTrus Software 7.6.8 1L E 6 Fortigits indicate designoplamaInches. 0 ( )" 1 9.For bask connector plate inInvalues see ESR-1311.ESR-1988(MiTek) 1 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 8.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 a 7C: 2x1 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -21) 72 1- 8=(-203) 961 1- 2=(-1334) 307 HC: 2x4 DP #1&13TR SPACED 24.0" O.C. NESS: 2x4 OF STAND; 2- 3=(-11731 308 8- 9-( -91) 713 3- 8=( -149) 176 3- 9=(-1065) 313 9- 7=(-203) 961 8- 4=( -71) 354 2x6 DF #2 A LOADING 4- 5-1-1065) 313 4- 9-) -71) 354 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1173) 308 9- 5=( -149) 176 C LATERAL SUPPORT <= 12"OC. ON. ICE S LATERAL SUPPORT 0= 12"OC. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -21) 72 6- 7=(-1334) 307 ON. TOTAL LOAD = 42.0 PSF TINS: 2-00-00 2-00-00 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -107/ 868V -95/ 95H 5.50" 1.39 DF ( 625) " For hanger specs. - See approved plans LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 20'- 8.0•' -107/ 868V 0/ 08 5.50" 1.39 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. COND. 2: Design checked for net(-5psf) uplift at 24 "oc spacing. J VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL - -0.078" @ 6'- 9.7" Allowed - 0.988" MAX TL CREEP DEFL = -0,191" @ 6'- 9.7" Allowed = 1.317" MAX HOREZ. LL DEFL = 0.013" @ 20'- 2.5" MAX HORIZ. TL DEFL = 0.022" @ 20'- 2.5" 10-04 10-04 T "I 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. f f l' f f f '{ Wind: 140 mph, h=22ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Ex B, MWFRS(Dir), P- 6.00 - x Q6.00 load duration factor=1.6, 9 0" Truss designed for wind loads 4 44-4f in the plane of the truss only. s M-1.5x3 M-1.5x3 3 f4 ++ M-3x4 2 M-3x4 6 o A �o o * Ise A cis/- 0 8 /O M-3x8 0.25" 9 .. 7 l M-3x4 M-3x8 M-5x6(5) yy b ����D PRpr �� 6-09-11 7-00-11 6-09-11 J., 20-08 � �� It\1E ' �jyA_ -92 OP yr C' LOB NAME : 20829 GLOBAL LOT 2 WALNUT - B5 Scale: 0.3115• -a WARNINGS: GENERAL NOTES, unless otherwise noted: 4 l Y u s 9: B 5 1.Balder and erection contractor should be advised of all General Notes 1.This assign is based only upon the parameters shown and is for an individual O p EGON and Wami ge before construction commences. building component.Applicability of design parameters and proper OREGON k�� 2.2x4 compression web bredng must be installed where shown+. incorporation of component Is the responslbikty of the building designer. Hs ( I 3.Additional temporary bracing to insure stability during consbuctlan 2.Design assumes the lop and bottom chords to be Morally braced at /O 141 AP P}.\ N the reapo. ally of the erector.Additional permanent bracing of T o.c.and at 10'sc.each sty unless braced(TO)a out their length by 4 T TE: 4/18/2018 continuous sheathing such as plywood sheat ing(TC)and/or allBc. Q. Lha covered be e is the toreaponaibiliry of the building designer. BooI. 3,2s Impact bridging or lateral bracing required where shown a ( ' MFR R 1 LL V Q. • K4 514 415 0.No load Would Y be applied any component unlit after all Mating and 4.Installation o truss Is ute responsibility of the respective contractor. fasteners are complete wed at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, ANS ID: LINK design was toppliedtoany component. andaerwaryconationc(pea. S.CanpuTtus lin no control over and assumes no responsibility for the 8.Design assumes full bearing N all supports shown.Shim or wedge i( EXPIRES: 12-31-2019 fabrication.Itaatlknp,shipment and inalekation of components. necaesary. 6.This design Y finished subject to the limitation sat forth by 8.phoDesas hag beel aced a bth drainagee is truss, an d. April 19x201$ 8.Plates located on both faces of puss,arM placed so their center TPIANTCA w SCSI,copies of which will be lumiehed upon request. knee coincide with joint center linea. MRek USA,Inc./CompuTrus Software 7.6.8(1L)-E s.Digits Indicate size of plate in Inches. 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) u This design prepared from computer input by Pacific Lumber and Truss-BC L WREN SPECIFICATIONS TRUSS SPAN 9'- 11.7" IAC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 To: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-( 0) 101 2-7=(0) 0 2-3-(-604) 150 Be: 2x9 DF #1&BTR SPACED 29.0" O.C. 2-3-(-289) 519 14 BS: 2x9 OF STAND 3-4=(-195) 87 LOADING 4-5=( -80) 62 Te LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PEP 5-6-( -98) 17 Be LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF L:TINS: 2-00-00 2-00-00 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL - 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0 ERHANGS: 29.0" 0.0" 0'- 0.0" -46/ 516V -90/ 199H 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. 9'- 9.2" -146/ 311V 0/ OH 1.50" 0.90 DF ( 625) 8'- 9.2" -96/ 298V 0/ OH 1.50" 0.32 DF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9'- 11.7" -32/ 5V 0/ OH 1.50" 0.01 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (PROVIDE FULL BEARING;Jts:2,7,9,5,6-1 COND. 2: Desi psf) spacing._ Design checked for net(-5 uplift at 24 "oc VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 9-11-11 MAX LL DEFL - 0.040" @ -2'- 0.0" Allowed = 0.200" '1 T MAX TL CREEP DEFL = -0.096" 8 -2'- 0.0" Allowed = 0.267" 6 _. MAX LL DEFL - 0.037" @ 1'- 8.4" Allowed = 0.196" MAX TL DEFL = 0.038" @ 1'- 8.4" Allowed = 0.261" 5 1 MAX HORIZ. LL DEFL = -0.020" @ 8'- 9.2" 12 MAX HORIZ. TL DEFL - -0.020" @ 9'- 10.9" 6.00 1 V Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=21.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 4 r1 Truss designed for wind loads I in the plane of the truss only. o al M-5x6 3 O. m .Ialle, I NEo 2�� =�7 M-3x6 i b b b c P 2-00 4-10 5-01-11 LD ROr �'' GlN>E�Cz% . 89200PE r JOB NAME : 20829 GLOBAL LOT 2 WALNUT - AJ5i ;r Scale: 0.9335 _ WARNINGS: GENERAL NOTES, unless otherwise noted: ' [� Truss: AJ 5 1.Budder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for en individual Ti. OREGON �` and warnings before construction commences. budding component Applicability of design parameters and proper 2.2s4 compreYpl 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 consWCUon 2.Design assumes Me lop and bottom chords to be Laterally braced al �O -7 1A Q Is the responsibility of the Carter.Additional permanent bracing of 2'o.c.and aheml 10.cin.cool, vply unless braced throughout that length). Y s ,S TE: 4/18/2018 the overall sco=lds is the responsibility of the build designer. continuous sheathing such as plywood sheathing(TC)where s anal c drywanl Be). �RIO- ON genet til n93.2x Impact bridging or labral bracing required shown++ {`+ Q. K4 rJ 19 416 4.No loan should W applied to any component unit aver all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners aro complete and at no time should any toads greater than 5.Design assumes trusses are to be used In a non-conosive environment, ANS I D: LINK design loads be applied to any component and are o.dry cam uon of use. EXPIRES: 12-31-2019 5.DompuTNs Mr no control over and assumes no responsibility for Na 8.Design assumes futi Inning at all supports shown.Shim or wedge If fabrication.h.raIng,shipment and installation of components. 7. necessary. esigns sumes adequate drainage is provided. April 1 9,201 8 6.This design 4Smished subject to the limitations set forth by 8.Plates shall be located on both faces of buss.and placed so their center TPIAVTCA b SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate C inches. MiTek USA,Sic./ColnpuTrus Software 7.6.8(IL).E 10.For bask connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC MBER SPECIFICATIONS TRUSS SPAN 20'- 11.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 101 2- 9=(-226) 1026 2- 3=(-1738) 531 - • 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3-( -288) 516 9-10-) -93) 732 4- 9-1 -189) 193 BS; 204 DF STAND; 3- 4=(-1233) 312 10- 8=)-203) 976 9- 5=1 -86) 385 2x6 DF #2 A LOADING 4- 5=(-1116) 315 5-10-( -76) 350 LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6=)-10821 319 10- 6=( -150) 180 LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-1190) 314 7- 8=(-1353) 313 LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=( -21) 72 TINS: 2-00-00 2-00-00 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA • ERHANGS: 24.0" 0.0" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 0'- 0.0" -192/ 1123V -98/ 114H 5.50" 1.80 OF ( 625) • • THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 20'- 11.0" -105/ 878V 0/ OH 5.50" 1.41 DF ( 625) * For hanger specs. - See approved plans [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed - 0.200" MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL, _ -0.094" @ 5'- 2.7" Allowed = 1.000" MAX TL CREEP DEFL = -0.207" @ 7'- 0.7" Allowed = 1.333" MAX HORIZ. LL DEFL = 0.014" @ 20'- 5.5" MAX HORIZ. TL DEFL - 0.023" @ 20'- 5.5" 10-07 10-09 T 'r 'b Design conforms to main windforce-resisting 1-10 3-05-08 5-03-08 5-03-08 3-02-10 1-09-19 system and components and cladding criteria. T T 1' - 4 ! 1' Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 6.00 M-9x6 Q 6.00 (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 4.0" Truss designed for wind loads 5 .(--,( in the plane of the truss only. li M-1.5x3 M-1.5x3 i M-3x6 M-3x4 3 / '''' O AA raw, 4111111 O ii 0 g 8 1 2 9 0.25" 10 * �o M-3x6 M-3x4 M-3x8 M-5x6(S) y y y �Ep PRO' 2-00 7-00-11 7-00-11 6-09-11 �c$ b 20-11 - y ���..S.\'',� INE V/-vim Ct.' '92 OP -tv' JOB NAME : 20829 GLOBAL LOT 2 WALNUT - B6 Scale: 0.2844ir _.. WARNINGS: GENERAL NOTES, unless othendse noted: 0 CC 1.Builder end rection contractor should be advised of Al General Notes I.This design Is based only upon the parameters shown and Is for an individual �I 4,OREGON t A.Truss: B6 act Warnings before construction commences. building component.Applicability of design parameters and proper 2.2s4 compression web bracing must be installed where shown e. incorporation of component is the responsibility of the building designer. / ��Rj .P' continuous Additional Meporary bracing to Meure stability during consbuction 2.Design assumes the lap end bottom chorda to be laterally t their at IO y 14 Ls the respoesWuity of the Breda.Additional permanent pacing of Y o.c.end at 1 Cree o.c,respectively unless braced throughout their length by 4ATE:: 9/1B/2018 the overall*were is the reeponeibikty of the builong destine. contnuous sheathing such as plywood required ng(TC)enwor drywall(BC). /.g�� a1 3.2s Impact bridging or lateral bracing where shown*a -I t.` T E Q. : K 4 5 1 4 4 1 7 4.No load slessd be applied to any component until after all bredng and 4.Installation of s is the responsibility of the respective contractor,. !"7 I v fasteners am complete and at no time should any loads greater than 8.Design assumes trusses are toe.used in a non-corrosive environment IRAN S I D: LINK design leads be applied to any component and ere for'hey condition.of use. S.CompuTrwbes no control over and assumes no responsibility for the 8.Design assumes full basting at ell supports shown.SNm or wedge if EXPIRES: 12-31-2019 nacescarY. fabrication,handling,shipment and Installation of components. p 7.Design assumes adequate drainage is provided. April .I 1.(�7,20O 8.This disarm le banished subject to the Iknuebons set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWTCAb.SCSI,copies of which will be furnished upon request lines coincide with joint center Anes. MI7ek USA Inc/Com Trus Software 7.8.8 i L E 9.Diggs indicte sloe of plate n inches. W ( )' 10.For bask connector piste design values see ESR-1311,ESR.1988(MI7ek) This design prepared from computer input: by Pacific Lumber and Truss-BC LIMBER SPECIFICATIONS TRUSS SPAN 11'- 4.9" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-7-(0) 0 2-3-(-605) 119 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3-(-289) 519 WHBS: 2x9 DF STAND 3-4=(-226) 101 . LOADING 4-5=(-112) 62 B1LATERALSUPPORT 0- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5-6-( -51) 22 LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF TINS: 2-00-00 2-00-00 BEARING MAX VERT MAX HORZ ERG REQUIRED ERG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) O ERHANGS: 24.0" 0.0" 0'- 0.0" -32/ 516V -45/ 223H 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" -144/ 308V 0/ OH 1.50" 0.39 DF ( 625) 8'- 9.2" -105/ 256V 0/ OH 1.50" 0.33 DF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 11'- 4.9" -29/ 63V 0/ OH 1.50" 0.10 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (PROVIDE FULL BEARING;fts:2,7,4,5,6 i ICOND. 2: Design checked for j net(-5 psf l 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" 11-04-15 MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" f MAX LL DEFL = 0.039" @ 1'- 8.4" Allowed = 0.196" 6 MAX TL DEFL - 0.039" @ 1'- 8.4" Allowed = 0.261" ® MAX HORIZ. LL DEFL = -0.021" @ 11'- 4.2" 0 MAX HORIZ. TL DEFL = -0.022" @ 11'- 4.2" 12 Design conforms to main windforce-resisting 6.00 � system and components and cladding criteria. `1 Wind: 140 mph, h=22.2ft, TCDL=4.2,13CDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.E, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads r in the plane of the truss only. 0 4 I C 0 kir M-5x6 3 • I II 1 M-3x6 i J., 2-00 ), 9-10 > 6-06-15 )' '`y��D PnOFCAA �c� �1yGtNF`RVV/029 ' 89200PE v l'OB NAME : 20829 GLOBAL LOT 2 WALNUT - AJ61° ' Scale: 0.3919 � WARNINGS: GENERAL NOTES, unless olhorwise weed: 1.Builder and sncbon contractor should be advised of all General Notes 1.TMs design Is based only upon the parameters shown and is for an individual .may N lir u S S: AJ 6 and Warnings before nonslmction commences. building component.Applicability of design parameters and proper J� 4,OREGON [�! 4. 2.2x4 conpreYbn web bradng must be installed where shown+. incorporation of component is the reaponsibitity of the building designer. ��� �^ 3.Additional temporary bracing b insure sbGliy during construction 2.Design assumes the top and bottom chords to be laterally braced at /46 �� Is the reepaWbility of the erector.Additional permanent bracing of 2'o.c.all at 70'o.c.respectively unless braced throughout Meir length by s �S ,., continuous sheathing such as plywood aired here shown and/or drywall(SC). MrR R 11- NV ���FFF TE: 9/18/2 018 the overag rwdufe is me reaponaibiliry o1 the lwiaing aeaipner. s.2.Impaa bridging sir Ira a breoing reauired where)andr d y SIEQ.: 1<4 5 1 4 4 1 8 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 lime should anyloads 5.Design assumes trusses are to be used in a nun-corrosiaa environment, P greater than I9 liRANS I D: LINK design Toads Ib applied to any component. and are for'dry condition'of use. 5.CompuTms hes no control over and assumes no responsibility for the 8.Design sesames lull bearing at all supports shown.Shim or wedge it EXPIRES: 12-31-2019 necsmfabrication.handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. A r I 1 9,201 8 6.This design YAanisted subject to the limitations set forth by H.Plates shall be located on both faces of truss,and placed so their center TPPWTCA is SCSI,copies of which will be furnished upon request. lines colnalde with join)center lines. 9.Diggs coesof plate Inches. Mark USA,Inc/Core uTfus Software 7.66 1L fE 7o.Fanbasic pleb design values see ESR-7311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC UMBER SPECIFICATIONS TRUSS SPAN 21'- 2.0" INC 2015 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 C: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2-( -16) 32 1- 9=(-213) 1091 1- 2=(-1397) 311 C: 2x4 DF 61&BTR SPACED 29.0" O.C. EBS: 209 DF STAND 2- 3=(-1251) 325 9-10=( -95) 752 3- 9=) -190) 191 3- 9=)-1134) 329 10- 7=(-224) 1041 9- 4=( -85) 392 LOADING 4- 5=(-1139) 319 4-10=( -86) 381 C LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1251) 316 10- 5=( -186) 193 LATERAL SUPPORT <= 12"OC. ION. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -288) 515 6- 7=)-i757) 538 TOTAL LOAD = 92.0 PSF 7- 8=( 0) 101 ;TINS: 2-00-00 2-00-00 LL = 25 PSF Ground Snow (Pg) ERHANGS: U.S" 29.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 0'- 0.0" -106/ 889V -115/ 100H 5.50" 1.42 DF ( 625) I THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 21'- 2.0" -194/ 1133V 0/ OH 5.50" 1.81 DF ( 625) I ICONS. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.093" @ 15'- 11.3" Allowed = 1.012" MAX TL CREEP DEFL = -0.202" @ 19'- 1.3" Allowed = 1.350" MAX LL DEFL = 0.040" @ 23'- 2.0" Allowed = 0.200" MAX TL CREEP SEFL - -0.096" @ 23'- 2.0" Allowed = 0.267" MAX HORIZ. Lb DEFL = 0.015" @ 20'- 8.5" MAX HORIZ. TL DEFL = 0.024" @ 20'- 8.5" 10-07 10-07 T T Design conforms to main windforce-resisting 1-10 3-05-08 5-03-08 5-03-08 3-05-08 1-10 system and components and cladding criteria. f- T T T T T T 12 12 Wind: 140 mph, h-22ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 6.00 D M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Q 6.00 load duration factor=1.6, 4.0" Truss designed for wind loads 9 (_' in the plane of the truss only. y 1 M-1.5x3 M-1.5x3 M-3x4 / . M-3x6 I , m M-3x6 9 0.25" to _7 -4 M-3x9 M-3x6 M-5x6(S) I y y ), y ���tp PROp, 7-00-11 7-00-11 7-00-11 06) 21-02 y 2-00 --� ��G,NEF� /aNJ � �<cr '92 ©P tit' JOB NAME : 20829 GLOBAL LOT 2 WALNUT - B7 Scale: 0.2805irli0P-- WARNINGS: GENERAL NOTES, unless otherwise noted: © Q'� 1"U$5: B 7 1.Budder and erection contractor should be advised of all General Notes 1.This design k based only upon the parameters shown and is for an ndlviduat A_ 1 and Warn gs before construction commences. building component.Applicability of design parameters and proper -pG "�7 OREGON Api 2.2x4 compres�on web bracing must be installed where shown+. incorporation of component Is IM responsibility of the building designer. ,e A� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap end bottom chortle to be labretiy braced at /, y I. y 2° is the respo. tidy of the erecta.Additional permanent brach of 2'o.c.and at 10'o.c.respectively unless s Orecotl throughout(heir length by 4 G TE: 4/18/2018 QBe overm denture is the responsibility et the building eedgnen. continuous edgingsheathem such as plywood bracing re sheathing(TG)s amdfa dry«an(ec). 111$•P? ' fS A 4.No load beapplied to an ga 12x lmpedbitlging or lateral ac ng required where shown++ �'�` V K 4 514 419Y component until after a l bredn M 4.Insbdaion o(t lies h gr resDons bil8y o he respedive conbadar. {/ rastenere are complete entl al no lwne should any bass greater nen 5.Design assumes busses azo b De used in anon-corrosive environment, ANS I D: L INK design kredsbe applied b any component, and era ror d y pont ion a ase. S.CompuTrus Oss rw oontrd aver arM assumes ria responsibtiily tar the 6.D ign ssumes full bearing at all supports shown.Shim or Wedge ifeeCeneEXPIRES: 12-31=2019 fabrication.holding,g,shipment and installation of components. 'y' 7.Designatssesames adequateaore nage is rusid. an April I.7,20 O 6.This design b banlshetl subject to the limitations set brill by 8.Poles coincide be located)cin on both faces of truss,dna placed so their tante TPUWTGA M IMI,copies of which will be furnished upon request. lines coincide with joint center lines. Wel,USA,YicJCompuTrus Software 7.8.8(1 L}E 9.Digits indicate sloe of plate M ind,es. 10.For basic connector plate design values see ESR.1311,ESR.1988(MiTek) 4. This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS HIP CORNER RAFTER or LOAD DURATION INCREASE = 1.15 CHORDS: I LOADING C 214 DF #1&BTR TOP CHORD LL + DL = 32.0 PSF 2x6 DF #15BTR 12 II 2.83 M-5x8 M-3x6 ISOIC M-3x6 101001 005 M-3x6 M-3x8 0015 PROVIDE SUPPORT @ 48"0.C. f a> �� 9-09-12 0 I o / k y / Sk0 PROpS�� 3-01-08 6-09-11 �� 4 :92 OP 9v JOB NAME : 20829 GLOBAL LOT 2 WALNUT — AR1 Scale: 0.4798 ., WARNINGS: GENERAL NOTES, unless otherwise noted: Truss: AR 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 4"OREGCr ON L(/ and Warnings before wnsbuction commences. budding W.P.M.Ap$oeb tty of design parameters and proper 2.2x4 comp...don web bracing must be installed where shown+, Incorporation of component Is the responsibility of the building designer. 3.Additional brrminrery bracing to Insure stability during construction 2.Design assumes Me top and bottom chords to be laterally braced al 'O q 14, no� �� N the responebigly of the erector.Additional permanent bracing of 2'oh and sheathingal 1(2 tic.euoh a respectively unless braced throughout their length by D TE: 4/19/2018 the overall semrdwe is the responsibility of the budding designer. 2eminuws such as plywood sueading(TG)and/or drywail(BG). s+� 3.2x Impact bridging or labral bracing requirede where shown++ M�•! �� SEQ.: K 4 514 4 2 0 4.No load sneula be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. i fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non.conosive environment, TRANS ID: LINK design loads Imo applied to any component and are for"dry condition'of use. 6.ODesiggn assumes full bearing al all supports shown.Shim or wedge t EXPIRES: 12-31-2019 6.CompuTrea Ions no control over and assumes no responsibility for the fabdwlion,handling,shipment and installation of components. 7.Oesignaeswmes adequate drainage is provided. 6.This design Is nished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,end placed so their venter April 19,2018 be TPItWTCA N SCSI,wpbs of whkh wS be furnished upon request, lines coincide with tent center lines. MITek USA,IncJCompuTrus Software 6.2.3(1 L)-Z 9.Digits Indicate We of plate in Inches. f 0.For basis connector Nab design values see ESR-1317,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 20-08-00 MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TO: 2x4 DF #1&BTR; LOAD DURATION INCREASE= 1.15 (Non-Rep) 1- 2-( -308) 118 1- 7=) -682) 2092 1- 2=(-2272) 730 5- 9-(-895) 578 2x6 Dy 55 T2 2- 3=(-2629) 894 7- 8-( 1174) 3086 2- 7-) -122) 387 9- 6=(-226) 386 B7: 2x6 DF SS LOADING 3- 4=(-2373) 835 8- 9=1-1174) 3086 7- 3=( 0) 371 WZBS: 2x9 DF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=1 -160) 145 7- 4=1 -762) 946 TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 5'- 9.0" V 5- 6=1 -64) 78 8- 4=1 0) 502 T: LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 5'- 9.0" TO 20'- 8.0" V 4- 9=(-3148) 1196 32 LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 40.0)- 40.0 PLF 0'- 0.0" TO 20'- 8.0" V REARING MAX VERT MAX HORZ ARG REQUIRED BOG AREA TC CONC LL( 239.6)+DL( 67.1)= 306.7 LBS @ 5'- 9.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) N TE: 2,1 BRACING AT 29"OC UON. FOR 0'- 0.0" -962/ 1619V -45/ 1088 2.50" 2.59 DF ( 625) A L FLAT TOP CHORD AREAS NOTSHEATHEDLIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 8.0" -712/ 1791V 0/ OH 5.50" 2.87 DF 1 625) _ ---- REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOPCONS. 2: Design checked for *6 For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. net(-5 psf) uplift at 24 "oc spacing. • VERTICAL DEFLECTION LIMITS: LL=L/240, TL=I,/180 • MAX LL DEFL - 0.105" @ 12'- 9.0" Allowed - 1.000" MAX TL CREEP DEFL = -0.239" 8 12'- 9.0" Allowed = 1.333" • MAX HORIZ. LL DEFL = -0.027" @ 20'- 2.7" MAX HORIZ. TL DEFL = 0.044" @ 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 mph, h=20.8ft, TCDL=4.2,ACDL=6.0, ASCE 7-I0, f f f f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 2-10-03 2-10-08 7-00-05 7-00-05 0-10-11 End vertical(s) are exposed to wind, T 1' 4306.700 4 -( Truss designed for wind loads 12 12 in the plane of the Lruss only. 6.00 Q 6.00 M-5x6 M-4x6 3 M-7x10 M-1.5x3 4 T2 - - Q� � .-M-4x4 _ . 2 2 + o I co 0 o o® - m m T /- I-{_ 0 1.* 7 8 - ** 9 -/ M-4x6 M-3x8 M-5x6(S) M-1.5x3 M-5x12 b 1 1' l 5-01-12 7-07-04 7-11 yy 10-08-14 y „ 0 PROp 9-11-02 ` C 20-08 'SO ��Gt NE�'jitl ��j3* 'LT :9200PE7 r-- 40BNAME :NAME : 20829 GLOBAL LOT 2 WALNUT - BH1 Scale: 0.2968 WARNINGS: GENERAL NOTES, unless otherwise soled: ' / r u s s: BH 1 1.Sattler and erection contractor Mould be advised or all General Notes 1.This design is bated only upon the parameters shown and a for an adlvMual 7/ ,�pR EGON �tvvw - and Waning.before construction commences. budding component.Applicability of design parameters and propery� 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. p l^ 3.Additional I.p.ary bracing to insure sabiliry during construction 2.Design assumes the lop and bottom chorda o be laterally braced at �� q Y 1 4, 2°'‘ ` is the respoWWBly of the erector.Additional permanent bracing or 2'o.c.and al 1p o.c.respectively unless braced throughout their length by `. D TE: 4/18/2018 the overall stricture is the responsibility or the building designer. continuous sheathing such as plywood sheathag(TC)ane/or hywall(BC). 4/61:1R10- 3.2x Impact bridging or labral bracing required where shown++ /y �� K 4 514 4 21 4.No load slow be applied to any component unlit after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners an pmpkle and al no time should any beds greater than 5.Design assumes busses we to be used in a non-corrosive environment, *ANS I D• LINK design M.&a applied to any component. and are for'dry condition'or use. • s.Compurms w no contra over and assumes no responsibility for the 6.Deo s assumes full being at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication. 'y' heeding,shipment and 0 hs,0lbn of components' 7.Design assumes adequate drainage is provided. April 1.7,201 V 6.This des*Blemished subject o the limitations set forth by 8.Plates shall be ousted on both faces of buss,and placed so their canter TPINYTCA in SCSI.copies of which will be furnished upon request. Ines coinGde with joint center lines. Wok USA.Inc./Com uTrus Software 1L 7.8.8 9.Digits Indicate size of plate In Inches.( )-E 10.For baso connector pate design values see ESR-1311,ESR-1988(BMW) ) MIIMMEr This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015. MAX MEMBER FORCES 4WR/GDF/Cq=1.00 Y TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-) 0) 101 2-5=(0) 0 2-3-(-638) 342 BC: 2x9 DF #1&BTR SPACED 24.0" O.C. 2-3=(-268) 474 ABS: 2x9 DF STAND 3-4=(-103) 48 I LOADING T LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF B LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BIG REQUIRED BRG AREA TOTAL LOAD = 92.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) L/iTINS: 1-05-09 1-05-09 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) OVERHANGS: 24.0" 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. LROVIDE FULL BEARING;Jts:2,5,4_ BOTTOM CHORD CHECKED FOR 10PSF 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'- 0.0" Allowed - 0.200" 1-11-11 MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" T '' MAX LL DEFL = 0.008" @ 1'- 2.7" Allowed - 0.054" MAX TL CREEP DEFL - 0.010" @ 1'- 2.7" Allowed = 0.072" 12 6.00 MAX HORIZ. LL DEFL = -0.008" 0 1'- 10.9" MAX HORIZ. TL DEFL = -0.009" @ 1'- 10.9" Design conforms to main windforce-resisting system and componentsand cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCF. 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 load duration factor=1.6, 3Truss designed for wind loads ir in the plane of the truss only. C r o I o a 21111. 11 5 1 M-3x6 1 1 2-00 2-00 90 PR Op AS',, �� � F /�29, ,,,,,,__•44 '92110' - V If JOB NAME : 20829 GLOBAL LOT 2 WALNUT - ASJ1 �� Scale: 0.6895 ...' WARNINGS: GENERAL NOTES, unless otherwise noted: r..) Cr Truss: ASJ1 1.Builder and erection contractor should be advised Wall General Notes 1.This design Is based only upon the parameters shown and N for an Individual yG 4"OREGON t fit(, • and Wallirge before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be instated where shown+. Incorporation of component is the responsibility of the building designer. �} 2�1 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords b be laterally braced at '0 _7 1' t is the respos ANY of the erector.Additional permanent bracing of Y o.c.end a110'o.c.res lateral trey unless braced throughout Moir length by (,J r t TE: 4/18/2018 the eVera slaptire is line res continuous ahealMrg such as plywood sheathing(TC)and/or tlrywall(BC). /j�- poncibitiy of the building designer. 3.2x Impact bridging a lateral bracing required where shown•+ _7 "ra h y 4 EQ.: K4514422 4.No load should a applied to any component until aftall bracing and 4.Installation of truss M the responsibility of the respeuive contractor. l 1:110 - EXPIRES: are complete and at no time should any loads greater than S Design assumes trusses are Ie be used n span-conosiva environment. RAN S I D: LINK design lawaw applied to any component. ane are r«'dry condition'o use. 5.Can Trus has no control over oed assumes no 6.Design assumes lull bearing el all supports shown.shim or wedge if EXPIRES: 12-31-2019 w respensialgyrorme necessary. fabrication.handling,shipnent and installation of components. 7.Design assumes adequate drainage H provided. April 19,201 8 6.This design Y famished subject to the limitations set forth by 8.Fates shall be located on both faces of truss.and placed so their center TPNWfCA in ICSI,copies of which will be furnished upon request. lines coincide with joint center Uses. 9.Digits Indicate size of plate In inches. MITek USA,V C./CornpuTrus Software 7.6.8(1 L)-E 10.For bask connector plate dodge values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC UMBER SPECIFICATIONS TRUSS SPAN 20'- 8.0" IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cas=1.00 C: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -22) 62 1- 8=(-387) 906 1- 2=(-1275) 390 10- 7=(-190) 701 C: 2x9 DF #1&BTR SPACED 29.0" O.C. 2- 3=(-1128) 331 8- 9=(-331) 1050 3- 8=) 0) 151 7-11=(-8491 261 EBS: 2.1 DF STAND; 2x6 DF #2 A 3- 9=1-1110) 295 9-10=1-331) 1050 8- 4-) -2) 224 LOADING 4- 5=( -961) 299 10-11=( -43) 57 8- 5=( -126) 66 LL( 25.0)t-DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -993) 195 9- 5-) 0) 201 C LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -512) 188 5-10=) -756) 217 C LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD 92.0 PSF 6-10=( -15) 83 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OTE: 2x4 BRACING AT 24"OC UGN, FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -105/ 882V -63/ 131H 5.50" 1.41 OF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 20'- 8.0" -102/ 854V 0/ OH 5.50" 1.37 DF ( 625) I4ETINS: 2-00-00 0-00-00 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. FOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. i For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/290, TL-L/180 MAX LL DEFL - -0.051" @ 7'- 9.0" Allowed - 0.988" MAX TL CREEP DEFL = -0.112" @ 7'- 9.0" Allowed = 1.317" MAX HORIZ. LL DEFL, = 0.014" @ 20'- 6.2" MAX BORIS. 'IL DEFL = 0.022" @ 20'- 6.2" Design conforms to main indforce-resisting 7-08-11 system and componentsand cladding criteria. 10-00-10 2-10-11 T •( T T Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1-09-14 1-09-02 4-01-11 5-00-05 5-00-05 2-10-11 f f fload duration factor=1.6, T End vertical(s) are exposed to wind, 12 12 Truss designed dforwind loads 6.00 a o 6.00 in the plane f the truss only. M-4x6 M-4x6 M-3x8 GRIMM M-3x4 7 M-1.5x3 3 M-3x4 ' co 0 I CV CO O M I A I 1 x 8 9 10 .. 11 M-3x8 M-3x8 0.25" M-3x8 M-5x6(S) M-1.5x3 y y y y ��E° PR 0,e 7-03-12 5-05-04 5-05-04 2-05-12 20-08 y C.�� IGNG'{NEFiv `r/0 2 `r- :9200PE F" JOB NAME : 20829 GLOBAL LOT 2 WALNUT - BH2 figifillF41: Scale: 0.3050 WARNINGS: GENERAL NOTES, unless otherwise noted: /'yam 1.Builder end erection contractor should he advised of all General Notes 1.TMs design is based only upon the parameters shown and is for an individual -37 4/OREGON �0 r u s s: BH2 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 or component is the responsibility or the building designer. 3.Additional Mrporary Orecing m insure stability during caastructien 2.Design assumes the tap and bottom chords to be laterally braced at /O k 14 2°�a Q`' Is the responsibility of the erector.Additional permanent bracing of 2'o.c.end a110'o.c.respectively unless braced throughout Meir langur by V DATE: 4/18/2018 ma overall aasruwe is the nes continuous sheathing such as plywood sheathing(TC)and/or dryxal9131). //a���,,, prey ootnty of the building designer. 3.2x Impact bridging or lateral bracing required where shown t e $.[] t f S EQ. : K 4 5 1 4 4 2 3 4.No load steed be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. `!� 1`1/ fasteners are complete and at no tine should any loads greater than 5.Design assumes theses are to be used in a noncorrosive environment ' RAN S I D: LINK design bade be applied to any component and are for'dry condition'of use. 5.compprn,.b.s no tetra over end assumes no responsibility for the E Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication.(erecting,aNp.eeel and installation of components. 7.Design assumes adequate drainage is provided. Apr)I 19,2018 6.The design N Nanished subject to the Nmitabons set forth by 8.Plates shall be located on both faces of true,and placed so their center TPIMTCA M SCSI,copies of which wit be furnished upon request lines coincide with joint center lines. Wee USA,Inc./CompuTtus Software 7.6.8(114-E9.Digits indicate size of plate in inches. 18.For bask concealer piste design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC Lil,MBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 T 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-) 0) 101 2-5=(0) 0 2-3=(-605) 282 2x9 DF #1&BTR SPACED 29.0" O.C. 2-3=(-288) 519 W BS: 2x4 IF STAND 3-9=( -58) 48 LOADING T LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF B LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LtTINS: 2-00-00 2-00-00 0'- 0.0" -122/ 488V -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. LROVIDE FULL BEARING;Jts:2,5,9 1 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP -- ---- - ---- AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaces VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - 0.040" @ -2'- 0.0" Allowed - 0.200" 3-11-11MAX TL CREEP DEFL - -0.046" @ -2'- 0.0" Allowed = 0.267" A f MAX TC PANEL LL DEFL - -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 DEFL = -0.015" @ 3'- 10.9" MAX HORIZ. TL DEFL -0.015" @ 3'- 10.9" 4 -/ Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=20.3ft, TCOL=4.2,BCDL=6.0, ASCE 7-70, `�: (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads M-3x4 in the plane of the truss only. 3 , r- I 11101.1.°11. o f N m mO O f -/ 2031 5�BM I M-3x6 b y J, y 2-00 2-00 1-11-11 ,01/4.0. PROFF6, oGINEFR 45i0* -57 � ,.,_44/ 89200PE 9r E;OB NAME : 20829 GLOBAL LOT 2 WALNUT - ASJ2 Scale: 0.6279 WARNINGS: GENERAL NOTES, unless otherwise noted: 10 M Truss: A S J2 7.Builder and emotion contractorshould be advised of all General Notes L This design Is based only upon the parameters shown and is for an individual -$7, 4", Ix 4 and Waminfa before construction commences. building component.Appleaasty of design parameters and proper v m 2.2x4 wmpnaal web bracing muss be installed where shown+. Incorporation of component is e responsibility of the building designer. Y` 3.Atltlitionel temporary bracing to insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced at Y V �4 Is the ne of the erector.Additional Y o.e.and a110'o.c.respectively meas braced throughout their length by 6 eppr�lYNly permanent bracing of continuous sheath such as sheathing(TC)TC M/« 14s TE: 4/18/2018 EQ. the overall eMabre is the responsibility or the boldin designer. f s g( 1 a drywalllgc). A. ��'0- 93.In Impact sledging or rel bracing repaired wirers shown• sY! 4.No load slated be applied to any component until after all bracing and 4.Installation of truss Is the responsibility : K 14429elmthe respective contractor.on fasteners are complete and at no time shoaled any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, ANS ID: LINK asgnloads Mappkaatoany component and are for'dry condition'of use. 5.CompuTrus w no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if .h pEXPIRES: 12-31-2019 necessfabdwon N ,Minding,shipment and Installation of components. 7.Design assumes adequate drainage is provided. April I.(�7,20O 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and wawa so their center TPIMRCA kr SCSI,copies of coach will be furnished upon request. lines coincide with joint center lines. 1L MiTek USA NI:JCom uTnla Software 7.6.8 E 9.Digits indicate size of pate in inches. F ( )- 70.For bask corrector 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'- 8.0" IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 ^C: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 .0: 2x9 DF #1&BTR 1- 2=( -22) 62 1-10=(-435) 906 1- 2=(-1275) 937 WEBS: 204 DF STAND; SPACED 29.0" O.C. 2- 3=(-1128) 420 10-11=(-939) 1050 3-10=1 0) 151 2x6 DF 82 A 3- 4=(-1110) 400 11-12=1-439) 1050 10- 4=( 0)) 224 LOADING 4- 5=( 0) 0 12-13-) -42) 55 10- 6=( -134) 87 LL( 25.0)*DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=) -961) 388 11- 6=) 0) 201 C LATERAL SUPPORT <= 12"OC. UON. C LATERAL SUPPORT <= 12DL ON BOTTOM CHORD = 10.0 PSF 6- 8=) -493) 247 •'0C. UON. TOTAL LOAD= 92.0 PSF 6-12=( -756) 291 7- 8=( 0) 0 8-12=( -15) 97 8- 9=( -512) 247 12= 9=( -267) 701. OTE: 2x4 BRACING AT 24.0C UON. FOR LL 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 9-13=) -844) 393 LL FLAT TOP CHORDAREAS NOTSHEATHED HEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA SQ.IN. (SPECIES) 0'- 0.0" -152/ 882V -63/ 131H 5.50" 1.91 DF ( 625) 20'= 8.0" -178/ 8540 0/ ON 5.50" 1.37 DF ( 625)LOCATIONS REACTIONS REACTIONS SS ETINS: 2-00-00 0-00-00 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. qt For hanger specs. - See approved plans GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. _ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - 0.054" @ 7'- 9.0" Allowed = 0.987" MAX TL CREEP DEFL = -0.112" @ 7'- 9.0" Allowed = 1.317" 9-DS-11 6-DO-10 4-1D-11 MAX BORIS. LL DEFL = -0.015•' @ 20'- 6.2" '( ,r MAX BORIZ. TL DEFL = 0.022" @ 20'- 6.2" 1-09-14 1-09-02 3-10-08 2-03-03 3-00-05 3-00-05 2-03-03 2-07-08 T � f ,r � � � Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 7-09 2-11ir (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f f I 12 load duration factor=l.6, 6.00 12 End vertical(s) are exposed to wind, Q 6.00 Truss designed for wind loads in the plane of the truss only. 5 7 M-4x6 M-4x6 M-3x8 6 M-3x4 I M-1.5x3 3 a�j M-3x4 00 0 9 1 N t� O O O I IA 1 t 10 '� 11 12 t t 13 -f M-3x8 M-3x8 0.25" M-3x8 M-5x6(S) M-1.5x3 y y y y y REO PROp1. y 7-03-12 5-05-04 5-05-04 2-05-12 20=08 b ,./ o' 0G'NFF9 /per 89200PE 7" OB NAME : 20829 GLOBAL LOT 2 WALNUT - BH3 Scale: 0.2800 WARNINGS: GENERAL NOTES, unless otherwise noted: © �C.! Truss: BH3 1.Builder and erstion contractor should be advised of all General Nobs 1.This design Is based only upon Ba parameters shown and Is for an individual 4,OREGON R EGO`, Li and warnings before concoction commences. building component.Appbcamoy of design parameters and proper C1.7 ry y� 2.2x4 conipraeaonr web bracing must be installed where shown.. incorporation of component is the responsibility of the building designer. /�N 3.Adtlitiatal lespoary bracing b kreure ebblllty tludnp conseucSon 2.Design assumes the lap and bottom chords to be laterally braced at �}1l 2 ` (44. D TE: 4/18/2018 Is the reapol.rgiy o the emu«.additional permarrem bracing or 2 olinuwaasheatmng soda ehoam sheathing(7C)annduita�ndry length fO 's r 1 4' Fo fi theoveral sbh(beaisthe toanycodtyo!thebul aitedesign«. con ( ) I,iAA �� V 4.No load shoal be applied 3.2x Impact brieging or labral bradng required whereshown.. ey� S Q. : K 9 519 4 2 5 pP'ed b any component until ager a l bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, T ANS I D: LINK des gn masa»apPlba to any component. and arena d y condition.or use, 8.CampuTms W no control ova ane assumes no responsibtiily for the 6.De assumes hll bearing at all supports shown.Shim or wedge it [/��'I RES: 12-31-2419 fabrication,hanging,shipment and installation of components. necessary. 6.This design b Ymished subject to the limitations set forth by 8.Designatsassumes adequate drainage face is provided. e April 19,2018 TPIAVECA b SCSI,copies of which oIl be furnished 8.Plates shay be located on both faces of truss,and placed so their center Pupon request. lines coincide with joint center lines. MRek USA.tncJCompuTrus Software 7.6.8(1 L)-E 9.Digin Indicate size of plate In inches. 10.For bask connector dab design values see ESR-1311.ESR-1988(MCTch) w. This design prepared from computer input by Pacific Lumber and Truss-BC L MBER SPECIFICATIONS TRUSS SPAN 20'- 8.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 r T t 224 DF Ikl&BTR LOAD DURATION INCREASE = 1.15 I- 2=( -22) 62 1-10=1-454) 906 1- 2=(-1275) 479 B 2x4 DF H168TR SPACED 29.0" O.C. 2- 3=(-1128) 959 10-11=1-502) 1050 3-10=( 0) 151 W BS: 2x4 DF STAND; 3- 4=1-1110) 447 11-12=(-502) 1050 10- 4=( -9) 224 2x6 DF A2 A LOADING 4- 63--(1-11208)) =( 0) 0 12-13=( -43) 55 10- 6=( -135) 115 LL) 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6-( -961) 430 11- 6-1 0) 201 Tr LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIF 6- 8=( -443) 265 6-12=( -756) 341 Br LATERAL SUPPORT 0= 12"OC. CON. TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 8-12=( -15) 95 8- 9=( -512) 270 12- 9=1 -303) 701 -- LL = 25 PSF Ground Snow (Pg) 9-13=( -844) 381 N.TE: 2x4 BRACING AT 24"01 UON. FOR A L FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA _ ---- REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -174/ 882V -63/ 1318 5.50" 1.41 DF ( 625) Li TINS: 2-00-00 0-00-00 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 20'- 8.0" -212/ 854V 0/ OH 5.50" 1.37 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. '1 For hanger specs. - See approved plans GOND. 2p Design checked for net(-5 psf) uplift at 29 oc spacing. _ . VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.059" @ 7'- 9.0" Allowed = 0.987" MAX TL CREEP DEFL = -0.112" @ 7'- 9.0" Allowed - 1.317" 10-07-03 4-03-10 5-09-03 MAX HORIZ. LL DEFL = -0.016" @ 20'- 6.2" 'f- f ,. 1 MAX HORIZ. TL DEFL = 0.022" @ 20'- 6.2" 1-09-14 1-09-02 3-10-08 3-01-11 2-01-13 2-01-13 3-01-11. 2-07-08 T T f T f f f f / Design conforms to main windforce-resisting system and components and cladding criteria. 7-09 2-11 Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T T f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=1,6, 6.00 End vertical(s) are exposed to wind, Q 6.00 Truss designed for wind loads 5 7 in the plane of the truss only. M-4x6 M-4x6 M-3x8 NOt mom M-3x4 M-1.5x3 vy -' o, 3 M-3x4 co o I o o co �I A c' EMI 1 1 x. 10 0.25" 11 12 av 13 M-3x8 M-3x8 M-3x8 M-5x6(5) M-1.5x3 y y y * y ��9�p PROFS 7-03-12 5-05-09 5-05-04 2-05-12 i, 20-08 y GNC'{NEFR , 2 �� :9200PE 9r LOB NAME : 20829 GLOBAL LOT 2 WALNUT - BH4 410111P • , _ Scale: 0.2800 ^' .. WARNINGS: GENERAL NOTES, unless olhen lse noted: O /1-' 1.Bolder and erection contractor should be advised of ell General Notes 1.Thb design N boned only upon Me parameters shown and is 1«an thtlivWuai �� ©1")Cf'�O1s I /aYw russ: BH4 and wa eMge before construction commences. 8dam REG 1 �(/ g component Applicability of design parameters and proper 2.2,4 commerical web bracing must be installed where shown 4. incorporation of component Is the responsibility of Ute building designer. �} { 3.Additional tawporary bracing to insure stability during constructor 2.Design assumes the tap and bottom cholla to be laterally braced at '7 AA A4 -y.. Is Me responsibility of the erector.Additional permanent bracing of 2'cc and at 78'o.c respectively artless braces throughout hair length by Y s (� 1 TE: 9/18/2018 Me overall Mature is the responsibility continuous sheathing each as plywood sheathing(TC)shown entl/or tlrywall(BC). 4 A }� pons ty of Me building designer. 3.2s Impact bridging or IetMal bracing required where r a l�L"S O �� Q. K4 514 9 2 6 4.No load snow be applied b any component until after an bracing and 4.Installation of truss Is the responsibility of the respective contractor. j�1� fasteners are complete and at no lima should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, ANS I D: LINK design loads be applied to any component and ore«-dry oondMon a use. 5.Com uTrve W no control over and assumes no res 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 P responsibility for Me uad. fabrication,I toting,shipment and installation of components. 7.nDeesign assumes adequate drainage is provided. April-I 9,208 8.This design'Wished subject to the limitations set forth by 8.Plates shall be located an both faces of buss.and placed so their center TPIIWTCA M SCSI,copies of wltich will be furnished upon request. linea coindde with joint center lines. 9.Digits Indicate size of plate In inches. MITek USA,IncdCompuTros Software 7.6.6(1L)-E 19.For bask connector plate design values see E5R-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC MBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=7.00 2x4 DF #1&BTR LOAD DURATION INCREASE 1.15 SPACED 29.0" O.C. 1-2=( 0) 101 2-5-(0) 0 2-3=(-639) 343 2x4 DF #1&BTR BS: 2x4 DF STAND 2-3=(-275) 489 3-4=( -99) 48 LOADING TI LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD- 32.0 PSF HI LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TINS: 1-07-02 1-07-02 0'- 0.0" -129/ 600V -9/ 75H 5.50•' 0.96 DF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 10.9" -183/ 46V 0/ OH 1.50" 0.07 DF ( 625) O ERHANGS: 29.0" 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. rPROVIDE FULL BEARING;JLs:2,4,5 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. [COND 2: Design checked for net(-5 psf) uplift at 24 "ocypacing. i 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 - 0.007" @ 1'- 4.1" Allowed - 0.070" MAX TL CREEP DEFL = 0.008" @ 1'- 4.1" Allowed = 0.093" MAX LL DEFT = 0.000" @ 0'- 0.0" Allowed = 0.178" 1-11-11 MAX BC PANEL TL DEFL = -0.053" @ 3'- 1.4" Allowed = 0.332" T 1' MAX HORIZ. LL DEFL = -0.006" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.007" @ 1'- 10.9'• 6.00 R' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), �( load duration factor=l.6, M-3x4 Truss designed for wind loads ir in the plane of the truss only. /11 c I 11110111111°. r-I r 0 I CO MIIII 0III 2� ��5 1 M-3x6 J, y y 2-00 6-00 ���EO PROFFss oGINEFR �0 2 . :9200PE 9f JOB NAME : 20829 GLOBAL LOT 2 WALNUT - BJ1 Scale: 0.6302 P WARNINGS: GENERAL NOTES, unless otherwise noted: jSr Truss: BJ1 1.Dokter am mon contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and k for an Individual S7G OREGON t(/ and Warnings before construction commences. building component Applicability of design parameters and proper si- 2.2aa compression web bracing must be installed where shown+. 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 end bottom Gorda b be bbralty braced al '0 r 2°' ..� b the responsibility of the erector.Additional 2'o.c.and a110'o.c.reapectivety unless braced throughout their length by 4 D TE: 4/18/2018 °°01 permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywa1118C). �' the a resp satphre is thehe responsibility of theansabuilding designer. 3.28 Impact bridging or labral bracing ell where shown++ K4514427 4.No load storm be applied to any component mol after NI bracing and 4.Installation of truss lst the responsibility of RpI( 4 fasteners aro complete and at no time should any loads greater than 5.Design assumes trusses are a sed srespective on o contractor. e�w o roam. (�fl 10 - EXPIRES: I D: LINK design beds be applied to any component and are assumes full be t or use. S DwnpuTms has no control over and assumes no responsibility dor the 8.Design ass Inas fall bearing al all supporta shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication. iding,shipment and installation of components. necesfa h7.DeNgn assumes 6.This design le furnished subject to the limitations set forth by 8.Plates shall bei acted awn both drainage bass,and placed so their center April 19,2�18 TPIIWTCA in SCSI,copies of which will be furnished upon request. fines coincide with join center lines. 0.Digits indicate size of plate in inches. MITek USA,fnc./CompuTlus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1 1 - I This designprepared from computer input by 1 Pacific Lumber and Truss-BC I MBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cat=1.00 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-5=(0) 0 2-3=(-605) 282 2x4 DF #1&BTR SPACED 29.0" O.C. 2-3=1-288) 519 BS: 2x9 DF STAND 3-4-) -57) 48 LOADING LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE' LATERAL SUPPORT <= 12"OC. SON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) L TINS: 12-00-00 2-00-00 0'- 0.0" -98/ 528V -16/ 1058 5.50" 0.85 DF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -88/ 113V 0/ OH 1.50" 0.18 DF ( 625) ERHANGS: 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. [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 net(-5 psf) uplift at 24 floc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed - 0.200" MAX Ti, CREEP DEFL - -0.046" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL - 0.024" 9 1'- 8.4" Allowed = 0.170" 3-11-11 MAX TL CREEP DEFL = -0.030" @ 1'- 8.4" Allowed - 0.226" ' MAX I.L DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed - 0.105" 12 6.00 MAX HORIZ. LL DEFL = -0.013" @ 3'- 10.9" MAX IiORIZ. TL DEFL - -0.014" @ 3'- 10.9" Design conforms to main windforce-resisting system 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.B, MWFRS(Dir), M-3x4 load duration factor=1.6, Truss designed for wind loads 3 m' in the plane of the truss only. I r 0 11101fr° (w .s. RIB O III o Z ��5 --/ M-3x6 y y )z 2-00 6-00 �Ep PROF i'.? 'INEL-/a `k- 89200PE• �< LOB NAME : 20829 GLOBAL LOT 2 WALNUT - BJ2 • • -. _. Scale: 0.6052 • WARNINGS: GENERAL NOTES, uaess a herwlse noted: O 1'U S S- B J2 1.Builder and vection contractor should be advised of al Genera Notes 1.This design is based only upon the parameters shown and is for en individual g ,�OREGON �4, end Wearer before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown�. incorporation or component Is the responsibility of the holding designer. �a �01` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lap and bottom chords to be laterally braced al I <h -� ,a is the responsibility a the erector.Additional permanent breof c'continuous and at 10'hin respectively a vely woods braced throughout theire t9B)b (f }}�s�[�7 s TE: 4/18/2018 the overall wecwre is there cooMuons sheathing such as plywood sheathing(TC)and/or tlrywall(BCI. A-1)/ `l�R L� responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown s a EQ.: K4 J 19 9 2 8 4.No load a ee be applied to any component until atter all bracing and 4.Installation of tabs is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater Nan 5.Design assumes trusses are to be used I^a noncorrosive environment. lk RAN S I D: LINK design Weds be applied to any component. and are for'thy contlNan'of use. 5.ConpuTrw tis no contra over and assumes no responsibility for the 6.Design esi nassumes full bearing al all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,ItandN shipment necessary. .I(� .I p lig, parent and lnrsldon of components. T.Design assumes adequate drainage is provided. AprlI 1.7,2Q I V 6.This design is furnished subject to the limitations set forth by S.Plates ahaN be located on boll)faced of buss,and placed so heir center TPIAYICA is SCSI,copies of winch will be furnished upon request lines coincide with joint center Ines. MiTek USA•ttto.lCom uTrus Software 7.6.8 1 L-E 9.Digits Indicate size of plate in inches.( ) 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) • This design prepared from computer input by Pacific Lumber and Truss-BC • LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 ' TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-( 0) 101 2-5-(0) 0 2-3-(-613) 244 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3-(-285) 514 WEBS: 2x4 DF STAND 3-4-( -83) 77 • • LOADING T LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF B LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PEE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA • TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) L81TINS: 2-00-00 2-00-00 0'- 0.0" -101/ 556V -24/ 136H 5.50" 0.89 DF ( 625) • I LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 58V 0/ OH 5.50" 0.09 DF ( 625) OVERHANGS: 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 1 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND. 2 Design checked for net(-5 psf) uplift at 24 "oc spat ng 1 • 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" @ -2'- 0.0" Allowed = 0.267" • T f MAX LL DEFL - 0.111" @ 1'- 8.4" Allowed - 0.254" MAX TL CREEP DEFL - -0.126" @ 1'- 8.4" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.053" @ 5'- 10.9" • 6.00 MAX HORIZ. TL DEFL - -0.051" @ 5'- 10.9" • Design conforms to main wr ndforce-resisting • I system and componentsand cladding criteria. • Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDI.=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. i M-3x4 • 3 M • 000011.f • m o .21 o i • 2�� 5�� • M-3x6 J. l 3' 2-00 6-00 .4' eiktp PRO1 OG1NEF9 /O • 2 �,,._..89200PE• 9f Q JOB NAME : 20829 GLOBAL LOT 2 WALNUT - BJ3 Scale: 0.5802 ... �.".�,. ' WARNINGS: GENERAL NOTES, unless otherwise noted: 1iP ir 1.Builder and�'on contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual ,�OREGON ��, r u s s: BJ3 and W 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.AdtlitionY temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at IO r 1 4 2." N, is the reaparabtlity of die erector.Additional M bracingof 2'o.c.and at 10:sheathing o.c.respectively unless braced throughout foal length by 1 w • permanent continuous bridging such as plywood sheathing(TC)and/or tlrywell(BC). 4V's dATE: 4/18/2 018 the merag Ntucbre is the reaporeiulity of the building designer. 3.rax Impact bridging or labral bracing required where shown++ �+�RILA- SEQ. : �� SEQ. : K4514429 4.No load.hart be applied to any component until after a l bracing and 4.Instteialion of truss b the responsibility of the respective contractor. fasteners are complete and at no Ane 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 oe r condition.'of use. 5.CanpuTrw has no control over end assures no responsibility for the 6.Design assumes fullbearing at all supports shown.Shim or wedge If EXPIRES: 12-31-2019 fabrication.handling,shipment and installation of components. saryss 6.This Y furnished subject b the limitations set forth b T.Design assumes adequate bodrth fags is truss. and. April 19,20 8 1 r S.Plates shall be located on nett faces of Wss,and placed so heir center TpIAYICA Y SCSI,copes of which will be famished upon replies). lines aoinclde with loin)center lines. 9.Digits indicate size of plate in inches. Welk USA,hilt./CornpuTtus Software 7.6.8(11}E 18.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) • This design prepared from computer input by Pacific Lumber and Truss-BC MBER SPECIFICATIONS 2x4 DF #1& TRUSS SPAN 7'- 11.7" IHC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 BTR 2x9 DF #1LOAD DURATION INCREASE 1.15 1-2=( 0) 101 2-6=(0) 0 2-3=(-610) 198 &BTR SPACED 24.0" O.C. BS: 2x9 DF STAND 2-3=(-287) 516 3-4=(-193) 92 LOADING 4-5=( -68) 32 LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 REF LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PIE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TINS: 2-00-00 2-00-00 LOCATIONS REACTIONS 1-2=( SIZE SQ.IN. ($PECIF,S) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -72/ 545V -32/ 168H 5.50" 0.87 DF I 625) ERHANGS: 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" -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) l BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. - - --- ---. - [PROVIDE FULL BEARING;Jts:2,6,4,5 ] ;_GOND. 2: Design checked for net(95 psfi uplift at 24 floc spa g VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - 0.040" @ -2'- 0.0" Allowed = 0.200" 7-11-11 MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.070" @ 1'- 8.4" Allowed = 0.254" 5 MAX TL CREEP DEFL = -0.080" @ 1'- 8.4" Allowed = 0.339" 12 A MAX IIORIZ. TL DEFL - -0.033" @ 5'- 11.2" 1 6.00 , 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, (All Heights), Enclosed, Cat.2, Exp.H, MWrRS(Dir), load duration factor=l.6, Truss designed for in the plane ofthe truss only. r 0 I M-5x6 i 0000 ini .0 o II [ 2 11. 116►! -/ M-3x6 b y ), ), 2-00 6-00 1-11-11 ����p PRppFss IpNGtNE• F� /0,,z. 92+0' % 40B NAME : 20829 GLOBAL LOT 2 WALNUT - BJ4 ' ipI Scale: 0.5029 WARNINGS: GENERAL NOTES, unlessutlerwlse noted: 0 Cr r u s 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 Indindual -74,4. 4'OR EGON ki and Warnings before construction commences. building component.Appllcabd:b of design parameters and proper `� i+s' w- I 2.204 comprean web bracing must be nth sMIled where shown+. incorporation or component is the responsibility of the building designer. 4 responsibility3.Additional temporary bracing to insure stability during conWucaon 1s 2.Design assumes e lop and bottom chorda to be lateraraceal /blly braced }v 2 ,4 is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively uMess braced throughout their length by 7 TE: 4/18/2018 the overall sass-tura is the reaponeE,dty of ore budding designer. continuous o.sneathing seen as plywood sheathing(TC)e anarw tlrywall(Be). 4.No love Stolid be applied to any3.2a Impact hedging or lateral breceg required coons shown+, � [��'r EQ. : K 4 514 4 3 0 m component unlit aver an bracing mg and 4.Installation or truss Is the responsibility or the respective contractor. j 7 ti+ fasteners are complete and al no time should any loads greeter than 6.Design assumes trusses are to be used in a non-corrosive environment, ANS I D LINK design loads be applied to any component. dna are o'dry condition-of use. 6.DpmpaTme M.no control over and assumes no responsibility for me Design assumesbinbeneng tel e l supports shown.Shim or wedge a EXPIRES: 12-31-2019 fabrication.Maunary. Sending,shipment and installation lionts s components.byts. 7.Design assumes adequate drainage is provided. April 19,201 8 6.This design le furnished subject b the limitations set forth by 8.Plates shall be located on both faces of buss,and placed so their center TPI NBCA M SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MITek USA,Inc./Com uTrus Software 7.6.8 1 L-E 9.Diggs Indicate size of plate in inches. p ( ) 10.For bask connector plate design values see ESR-1311,118-1988(MiTek) 1 This design prepared from computer input by Pacific Lumber and Truss-BC L MBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 - T : 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-6=(0) 0 2-3=(-608) 154 B 2x9 DF #1&BTR SPACED 24.0" O.C. 2-3=(-287) 517 W BS: 2x4 DF STAND 3-4=(-185) 95 LOADING 4-5=( -78) 36 T' LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF B LATERAL SUPPORT 0= 12"0C. UON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LATINS: 2-00-00 2-00-00 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) O'- 0.0" -52/ 539V -40/ 1998 5.50" 0.86 DF ( 625) OVERHANGS: 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" -180/ 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;Sts:2,6,4,5 ]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" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL - -0.046" @ -2'- 0.0" Allowed - 0.267" 9-11-11 MAX LL DEFL = 0.067" @ 1'- 8.4" Allowed = 0.254" T MAX TL CREEP DEFL = -0.077" @ 1'- 8.4" Allowed = 0.339" 5 -/ MAX HORIZ. LL DEFL = -0.034" @ 9'- 10.9" MAX HORIZ. TL DEFL - -0.033" @ 9'- 10.9" , 12 Design conforms to main windforce-resisting 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, MWFRS(Dir), 4 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. b I r 0 M-5x6 3 m aragOlfr"* 0 I o /- -, 21'12°1 6 1 M-3x6 ), y ), )' <,tD PROF:4- ' 2-00 6-00 3-11-11 i,N. �Nc'iNFF/9 /O29 4' :9200PE JOB NAME : 20829 GLOBAL LOT 2 WALNUT - BJ5 ,i • Scale: 0.4335 WARNINGS: GENERAL NOTES, unless otherwise noted: Q^' 1.Budder and ores-lion contractor should be advised of all General Notes 1.This deal Is based only upon the parameters shown and is for en individual '1j 7�russ: BJ5 endWarnin beforeconstreMioncommences. building yG ,OREGON ki g component Applicability Is lth of dealgn parameters and proper 2.2s4 compression web bracing must be installed where shown ii. incorporation of component Is the responsibility or the bonding designer. �# temporary g y ng construction 2.Design assumes the lop end bottom chords to be laterally braced al /j� _7 Y A �0 �'Y. a . 3.Additionalbracin to insure alarm dud T o.c.and at 117 o.c.respectively unless braced throughout their length by �,J '#s is the responsibility of the erecta.AddNonal permanent bracing of continuous sheathingsuch as plywood sheathing(TC)and/or drywall(BC). 17E: 4/18/2018 me overall*.Niru,is he responsibility of the building designer. 3.2e Impact bridging or lateral bracing required where shown.s IiIFR R{L\- Q.: K4 514 4 31 4.No load*hong be applied to any component until after all bracing and 4.Installation of buss is the responsibility of the respective contractor. rt fasteners are complete and at no gone should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment. loads be to and are for"de/condition'of use. RANS I D: LINK s.cam r. control over and assumes no req 6.Design assumes full bearing at W supports shown.Shim or wedge if EXPIRES: 12-31-2019 W responsibility for the necessary. fabrkatohandling,dling,shipment and Installation of components. assumes s ,.PeniaeRooedon othdrafaceiaprusis.a April 19,2018 6.This design r(welshed subject to the limitations set rain by B.Plates shall be located on boo,races or trues,and paced so their center TPIM?CA In SCSI,copies of which 041 be furnished upon request lines coincide with joint center tines. 9MiTek USA,Nlc./Com Trus Software 7.6.8 1 L-E 10.Folk indicatesionsize of plate ininches. 1. ( .Dor bask connector Bala designc 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" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 T1: 2x9 DF #1&BTR LOAD DURATION INCREASE - 1.15 1-2=) 0) 101 2-7=10) 0 2-3=(-609) 153 BC: 2x4 DF #1&BTR SPACED 29.0" O.C. 2-3=1-287) 516 NIBS: 2x4 DF STAND 3-4=(-237) 96 LOADING 4-5=(-115) 64 4LL(LATERAL SUPPORT <= 12"OC. UON. 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5-6=( -76) 0 LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF L4TINS: 2-00-00 2-00-00 BEARING MAX VERT MAX HOR0 BRG REQUIRED BRG AREA •J LL = 25 POE Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 18.0" 0'- 0.0" -32/ 599V -41/ 237H 5.50" 0.87 OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 58V 0/ OH 5.50" 0.09 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 5'- 11.2" -180/ 384V 0/ OH 1.50" 0.99 DF ( 625) 10'- 0.0" -133/ 319V 0/ OH 1.50" 0.41 DF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (PROVIDE FULL BEARING;Jts:2,7,4,5 1 ICONS. 2: Design checked for net(-5 psI) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - 0.040" @ -2'- 0.0" Allowed - 0.200" MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" 11-06 MAX LL DEFL = 0.080" @ 1'- 8.4" Allowed - 0.254" T f MAX TL DEFL = 0.078" @ 1.'- 8.4" Allowed = 0.339" MAX LL DEFL - 0.014" @ 11'- 6.0" Allowed = 0.150" -/ MAX TL CREEP DEFL = -0.016" @ 11'- 6.0" Allowed = 0.200" MAX HORIZ. LL DEFL = -0.041" @ 9'- 11.2" 5 MAX HORIZ. TL DEFL - -0.040" @ 9'- 11.2" 12 0 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,13CDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, 4 Truss designed for wind loads ul in the plane of the truss only. 0 o M-5x6 3 A co o IW 2W1--1' 7,11===o 1 M-3x6 i ), J' ), �4 O PROpFss 2-00 6-00 5-06 ����5 ��GINE�c9 /p�� SOB NAME : 20829 GLOBAL LOT 2 WALNUT - BJ6 j" Scale: 0.3882 .,x • WARNINGS: GENERAL NOTES, unless olherwlse noted: 'a It 1'7 1.Builder and suction 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 Ix kit/ ru s s: BJ6 and W before consbuction commences, building Waveless g compananL Applicadllty of design parameters and proper I, 2.2x4 mngreaslon web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building designer. A ��\ 3.Additional temporally bracing b Insure stsbd y tlunng construction 2.Design assumes the top and bottom chords to be laterally braced at /O _]1' ` is the responsibility of the erector.Additional permanent bracing or 2'o.c,and at 10'on raepeGWely unless braced throughout(heir length by /� DATE: 4/18/2018 the overeat rumre is the res continuous sheathing such as plywood sheathing(TC)and/or drywai(BC). hA responsibility of he building designer. 3.2x Impact bridging or lateral bracing required where shown++ \R R i 1. 5 EQ. ' K4 514 4 3 2 4.No bad masa be applied to any component until after all bracing and 4.Installation of puss Is the responsibility of the respective contractor. I� e+ 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. IRANS ID: LINK design loads be applied to any and are for'dry condition•of use. A Design assumes fugw.ng at all supports shown.Shim«wedge g EXPIRES; 12-31-24195.Comprme has no control over andassumes no responsibility for the fabdration,treadling,shipment and installation of components. 7.De�signaasssumes adequate drainage is provided. April 19,2018 6.This design Is furnished subject to IM imitations set forth by 8.Plates shall be located on both faces of buss,and placed so their center TPIAVICA In SCSI,copies of wnlch will be furnished upon request. lines coincide with join center lines. 9.Digits indicate size of plate in inches. MITek USA,bsc./CompuTrus Software 7.6.8(1L)-E 10.For bask connector plate design values see ESR-1311.ESR-1988(MiTek) w This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS HIP CORNER RAFTER ' LOAD DURATION INCREASE = 1.15 CHORDS: LOADING °C 2X4 DF #1&BTR TOP CHORD LL + DL = 32.0 PSF 2x6 DF #1&BTR • 2 ----------- 2.83 .----------- M—5 x8 'IM—Sx8 M-3x6 M-3x6 M-3x6 t� PROVIDE SUPPORT @ 48"o.c, M-3x8Oil 7-08-15 /--- co co o o /— y y y ���tiD PROFFS�' 3-01-08 8-05-08 _`G`NE,c� /�A_ `_ C -v �`` 89200PE p� LOB NAME : 20829 GLOBAL LOT 2 WALNUT — BR2 �i Scale: 0.9798 __ . WARNINGS: GENERAL NOTES, unless otherwise noted: Truss: BR 2 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is(wan individual 17 '�7 OREGON �ttf and Wanting,before construction commences. building component.Applicability of design parameters and proper y� 2.2x4 compression web bracing must be Installed where shown+. incorporelian of component Is the responsibility of the building designer. 25)\ � P} 3.Additional temporary bracing b insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at /O 'q 14 t Is the reaporleltiWy of the enation.Additional permanent bracing of 2'o.c.end at 10'o.c respectively unless braced throughout their length by 0. D TE: 4/19/2018 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). V the overall atatlura is lila responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown a a SFR R 11.\'' V 1. S Q. : K 4 514 4 3 3 a.No load slow be applies to any component until after a l bracing and 4.Installation a truss b the responsibility o the respective contractor. fasteners are complete and al re time should any loads greater than 5.Design assumes trusses are to be used Ina noncoaoslve environment, ANS I D: LINK design loads Po applied to any component and are m�tlry condition.'o use. 5.DompuT.s tors no control over and assumes no responsibility for the 8.Design assumes full bearing at all supporta shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling.shipment and Installation of components. 7.Designaassumes 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 their center April 19,2018 TPIIWTCA in SCSI,copies of which will be furnished upon request. ares coincide with joint center Ines. MiTek USA.Inc./Com uTrus Software 6.2.3(114-Z 9.Digits indicate size of plate In inches. p10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LMBER SPECIFICATIONS 4-00-00 GIRDER SUPPORTING 26-09-12 IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq-1.00 T : 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-212) 98 1-4=(-42) 46 2-4=(-480) 376 B : 2x6 DF SS 2-3=(-129) 4 W BS: 2x4 DF STAND LOADING LL - 25 PSF Ground Snow (Pg) T LATERAL SUPPORT <- 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 9'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA B LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 310.2)+DL( 230.9)= 591.1 PLF 0'- 0.0" TO 4'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -237/ 1253V -32/ 112H 5.50" 2.01 DF 1625) O\ERHANGS: 0.0" 23.7" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 4'- 0.0" -404/ 1523V 0/ OH 5.50" 2.94 IF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN ir BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. J AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. nails staggered: VERTICAL DEFLECTION LIMITS: LL=L/290, TL-1,91809" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = -0.012" @ 5'- 11.7" Allowed = 0.197" 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX TL CREEP DEFL = -0.016" @ 5'- 11.7" Allowed = 0.263" 9" oc in 1 row(s) throughout 2x4 webs. MAX TC PANEL LL DEFL - 0.014" @ 2'- 3.2" Allowed - 0.202" For hanger specs. - See approved plans MAX BC PANEL TL DEFL = -0.036" @ 2'- 0.9" Allowed = 0.206" 4-00 MAX • HORIZ. LL DEFL - 0.000" @ 3'- 8.2" 12 MAX 60000. TL DEFL - 0.000" @ 3'- 8.2" • j 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All. Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-1.5x3 in the plane of the truss only. • I I l I ©i co 1 0 N 41 � �p co I� !I 1 ** 4 M-8x10 M-3x6 I b y y 4-00 1-11-11 ED PROfi .,-...4.S.. . .0 GINE, `r%0 2 `c.- :9200PE 9{ JOB NAME : 20829 GLOBAL LOT 2 WALNUT - CGIRD Scale: 0.5509 sr. . WARNINGS: GENERAL NOTES, unless uthens:se noted: 1 [�"' TIruss' CGIRD 1.andWrand pcboncontractor oncmbeedviawofallGeneral Notes 1.miseelegnIsbatetonlyuponterParametarsahewnandkrorenin0ivieual �Gi ,��OREGON �Lj/ and WamMp Mora construction commences. bulking component.Applicability of design parameters and proper 2.2x0 companion web bratlng must be installed where shown+. Incorporation of component Is the responsibility of the building resigner. ��� 3.Additional teaporaly bracing b nsure ataa*&AM wnslrea:ofl 2.Design assumes IM tap and bottom chortle to M laterally brood at Q Y 14 Is Me responsibility of the erector.Additional permanent bracing of 2'o.c.and M 10'a.c respectively unless braced throughout their longer by , �S continuous sheathing such as plywood caned g(TC)ane/or dr ne ll(BC). /'i � ILA- EXPIRES: �{/V1 A: 9/18/2018 theoveralleresp~lure ieherector. ddit of permanent bracier. 3,2s Impact bndgng orleterelbrecng required where shown++ ey� Q. : K 4 514 4'1 4 a.Ne Dari ahe,pa be app ied te any compo nom un o aver all bracng a a 4.Installation of w:s Is the respmnibslty of the respewve contractor. fasteners are mmplele arm el no lime should any roads greater Man 5.Design assumes trusses are to be ased n a non-corrosive environnnent. ANS I D: L INK e.a gn mals w appnee te any wmpen.m. and gnare assutln wnligoe et use. s.Compose hes no control over and assumes no responsibility for the 6.Design aswmac tWl bearing at all sa pped,shown.Shim or wedge if EXPIRES: 12-31-2019 scary. fabrication.handling,shipment and installation of components. 7.to Deaignae,amaa adequate both th drainage is predie,d.and w April 19,2018 6.This NTCAdesignIn d subjectofiter bef mis sat forthupby 8.Plates shell be located on both races of Buss,and aced co Meir center TPUWICA U SCSI.copies of which will M famished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.8(114-E 10.For bask connector plate design values see ESR-1371,ESR-1988(MiTak) This design prepared from computer input by Pacific Lumber and Truss-BC MBER SPECIFICATIONS TRUSS SPAN 32'- 0.0" IHC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 209 DF 01&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2-( 0) 101 2-13=( -98) 858 13- 3=( -57) 213 10-11=(-1552) 989 2x6 DF SS T2 SPACED 24.0" O.C. 2- 3=(-1059) 78 13-14-) -1991 727 13- 9=( -102) 289 2x4 IF #l&BTR; 3- 4=) -858) 77 14-15=(-1208) 280 4-14=) -717) 130 2x6 DF SS B1 LOADING 4- 5=( -658) 177 15-16=(-i098) 263 19- 5=( -206) 1869 BS: 2x4 DF STAND LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6=( -251) 161 16-17=( -159) 613 15- 5=(-2110) 300 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -292) 211 17-18=1 -201) 893 5-16-1 -339) 1353 1^ LATERAL SUPPORT <= 12"OC. CON. TOTAL LOAD = 92.0 PSF 7- 8=1 -723) 275 18-11=1 -199) 896 6-16=1 -188) 182 BC LATERAL SUPPORT <= 12"OC. UON, 8- 9=( -740) 245 16- 7-) -682) 127 LL = 25 PSF Ground Snow (Pg) 9-10=(-1079) 287 7-17=1 -66) 192 ADDL: TC UNIF LL+DL- 96.0 PLF 9'- 0.0" TO 11'- 0.0" V 10-11-) -288) 517 17- 8=( -110) 3427- 9=) -349) 166 TEl 2x4 BRACING AT 29"0C CON. FOR ADDL: BC CNIF LL+DL= 30.0 PLF 0'- 0.0" TO 11'- 0.0" V 11-12=1 0) 101 1 L FLAT TOP CHORD AREAS NOT SHEATHED 9-18=) 0) 199 ROIL: TC CONC LL+DL= 128.0 LBS @ 4'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TINS: 0-00-00 2-00-00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 0'- 0.0" -170/ 986V -131/ 1310 5.50" 1.58 Sr ( 625) ERHANGS: 29.0" 24.0" 11'- 0.8" -299/ 2283V 0/ OH 5.50" 3.65 IF ( 625) BOTTOM CHORD CHECKED FOR 1DPSF LIVE LOAD. TOP 32'- 0.0" -181/ 1018V 0/ OH 5.50" 1.63 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. PROVIDE FULL BEARING;Jts:2,15,11 ICOND. 2: Design checked for net:)-5 fsf) uplift at 24 oc spacing. I 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 - 0.013" @ 7'- 1.9" Allowed = 0.519" MAX TL CREEP DEFL = -0.064" @ 4'- 0.0" Allowed = 0.692" MAX LL DEFL - -0.074" @ 26'- 9.4" Allowed = 1.012" MAX TL CREEP DEFL - -0.152" @ 26'- 9.4" Allowed = 1.350" MAX LL DEFL = 0.040" @ 34'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ 34'- 0.0" Allowed - 0.267" MAX HORIZ. LL DEFL = 0.007" @ 31'- 6.5" 3-11-11 10-02-08 7-02-13 10-07 MAX HORIZ. TL DEFL = 0.014" @ 31'- 6.5" f � 3-11-11 3-02-03 4-00-10 2-11-11 3-08-04 3-06-09 5-02-10 3-06-06 1-10Design conforms to main windforce-resisting T f fsystem and c 12 .128# 12T T I Icomponents and cladding criteria. 6.00 IIM-4x4 12 6.00 Q 6.00 Wind: 140 mph, h=22ft, TCDL=4.2,BCD1=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=l.6, 8 "X Truss designed for wind loads in the plane of the truss only. M-3x4 7 M-3x9 M-4x63 M-3x9 M-3x12 M-5x6 4 5 6 P 111� o M-3x6 q' �� M-4x4 0 co 1401011, W y o O 1 2( 13 B1 19 15 'r 16 'f 17 18 I'll 2 I g.25rr o M-3x4 M-3x8 0.25" M-1.5x3 M-3x6 �S E PRO1 M-5x6 )4x8 M-5x8(S) y y k 1, ), 1, ), ), c'� _`GINE' cS'j 3-06-08 3-10-14 3-07-06 3-03-03 7-01-01 5-04-06 5-02-10 y b �,"� �/� 4.1 v.:,,,1 b l� 2-00 32=00 2-00 Q� 9. :9200PE v -OB NAME : 20829 GLOBAL LOT 2 WALNUT - CH1 411411,V • Scale: 0.1606 WARNINGS: GENERAL NOTES, unless otherwise noted: V art .u s S' CH 1 1.Builder and Median construor ction be ncNsed of all General Nates I.This design la based only upon the parameters shown and o for 0e Individual -f7L , OREGON �� and Warnings before consWcpan commences. building component.Applicability of design parameters and proper #� 2.2x4 compression web bretlng must be installed where shown+. Incorporation of component u the responsibility of gra bulking designer. 20�` �-4` 3.Additional 1 bracing to Insure stability dud 2.Design assumes the 1 M Bohan chorda to be laterally braced al �} aagaaryg ry ng construction W a ry /40 .4 's the redly of the erector.Additional permanent bracing of Z'o.c.and at 1G o.c,respectively vary unless braced throughout their oolt)B by (,/ 14s R TE: 4/18/2018 the overall ehacwre is the res continuous sheathing such I b osiegrequired sheathing(TC)and/or aryweigec). A� responsibility of the building tlil bracing 3.2a Impact bridging or lateral bracing req of the where shown++ ��t"y I�� E ' K4514435 4.Na baalloaldwapWteebanycomporeman�lateralbaingena 4.bateuauonorwaamu.r responsibilityrespective contractor. (� • ee Nbellitthe res fasteners an complete and al no lima should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ANS ID: LINK design bWaM applied bany component and are for-dry condition'or use. 6 [� 5.CompuTws len no control over and assumes no responsibility for the 6.Deelgn assumes fug bearing at all supporta shown.Shlm or wedge if EXPIRES: 12-31-2019 fabrication,Mottling.shipment and installation of components. necessary. T.Designlsshall b es adequate drainage.ofbusk d. an April 19,2018 8.This design Y CSI.copies subject to,e limitations net foilh by H.Plates shag be boated on both faces of buss,and placed so their center TPIMRCA in MSI,copies of which will be famished upon request. lines coincide with joint center lines. Wick OSA,Iqc./Com uTrus Software 7.8.8 1 - 9.Digits indicate size of plate in Ingres. p (LE) 10.For bask connector Mate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC i4. LUMBER SPECIFICATIONS TRUSS SPAN 32'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 254 DF #1&BTR LOAD DURATION INCREASE - 1.15 1- 2-) 0) 101 2-11-1-366) 1560 2- 3-1-2184 648 8-15=1 0) 216 BC: 2x9 DF #1&BTR SPACED 29.0" O.C. 2- 3-1 -258) 430 11-12=1-666) 3021 3-11=1 -92 479 8- 9-1-2322) 619 WEBS: 2x9 DF STAND 3- 4=1-2097) 524 12-13=1-666) 3021 11- 4=1 -103 620 LOADING 4- 5-1-1846) 497 13-14-(-759) 3333 11- 5-1-1360 389 T LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)1-DL) 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-3325) 837 14-15=(-410) 1828 12- 5=1 0 199 B LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-1847) 505 15- 9=1-408) 1831 5-13=) -89 354 TOTAL LOAD - 42.0 PSF 7- 8=1-1862) 505 13- 6=) -86 113 = 8- 9=( -292) 352 6-14=1-2020 592 N E: 2x4 BRACING AT 24"OC UGH. FOR LL = 25 PSF Ground Snow (Pg) 9-10-) 0) 101 14- 7=( -278) 1276 A FLAT TOP CHORD AREAS NOT SHEATHED 14- 8=1 -284) 140 = LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ��LLLL REQUIREMENTS OF INC 2015 AND IRC 2015 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA O' RHANGS: 29.0" 29.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0" -291/ 1572V -133/ 133H 5.50" 2.52 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 32'- 0.0" -294/ 1572V 0/ 0H 5.50" 2.52 DF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/290, 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 = -0.209" @ 16'- 2.2" Allowed = 1.554" MAX TL CREEP DEFL = -0.485" @ 16'- 2.2" Allowed = 2.072" MAX LL DEFL = 0.090" @ 34'- 0.0" Allowed = 0.200" MAX TT, CREEP DEFL = -0.046" @ 34'- 0.0" Allowed = 0.267" MAX 0ORIZ. LL DEFL = 0.058" @ 31'- 6.5" MAX HORIZ. Ti, DEFL. = 0.097" @ 31'- 6.5" Design conforms to main n indforce-resisting system and componentsand cladding criteria. Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-11-11 10-02-08 5-02-13 10-07 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T f 1 1 . load duration factor=l.6, 2-06-09 3-05-02 4-09-14 5-04-10 5-02-13 5-02-10 5-04-06 Truss designed for wind loads ,f-- ,f T f ' f . _ . in the plane of the truss only. 12 12 12 6.00 6.00 M-4x6 Q6.00 4.0" 7 M-4x6 M-4x8 M-5x600001101111111.1111.1.°11111111.1111111 M-3x12 5 6 "A4-4x4 =I 3 M-1.5x3 co .211101111 47 o 1 2 11 12 13 14 15 $9 0 M-3x6 M-4x8 M-1.5x3 0.25" M-3x12 M-1.5x3 M-3x6 D M-5x8(S) `�tO PROP y y y y y y y ` GINE C i y y 5-06-12 5-02-14 5-01-02 5-06-05 5-04-06 5-02-10 ), y V� F9 Q 2-00 32-00 2-00 �. :92VOPG 29c� JOB NAME : 20829 GLOBAL LOT 2 WALNUT - CH2 J. L G Scale: 0.1856 /� WARNINGS: GENERAL NOTES, unless otherwise noted: fl Q"' 1.Budder and vection contractor should be advised of all General Notes 1.This design k based only upon the parameters shown and W for en individual Truss: CH2prOper �L ,OREGON �lv and Warnings before construction commences. building component.Apptiwbltity ofdeslgn parameter:and 2.244 contention.web bracing must be installed where shown,. incorporation or component is the responslbilih of the bulking designer. 3.Additional temporary bracing to insure stability during construction 2.Design and the by and bottom chords to be laterally braced el i64 k 7 4 2° Q"'�` ti- Is the responsibility of the erecta.Additional permanent bracing of 2'o.c.and ai ee0.no respec c plywood unless braced mroughout their lenge by s conmpact ridgelg 01ng latera 1 b acinre sheatriled where )sown rn tlrywalkBC). �` L� OP.TE: 4/18/2018 the overall aYrCture is the responsibility of the budding designer. 3.2.Impact bridging or such bracing required where shown no R SEQ. : K 4 514 4 3 6 4.No load shined be applied to any component until after all bracing and 4.Installation of Buss Is Me responsibility of the respective contractor. fasteners are complete and at no time should any lode greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TIRANS ID• LINK design low be applied to any componentand areo conditiondry or use. 5.CompuTrus Nes no control over and assumes no responsibility for the fi.Design assumes full bearing at all supports shown.Shim or wedge It EXPIRES: 2-31-2U20 19 necessary. fabrication,Pending,shipment and installation of components. 7.Design assumes adequate drainage is provided. April 1 9,201 8 6.This design Y Wmished subject to the limitations set MM by 8.Mates shall be located on both faces of truss,and placed so their center TPIIWTC✓d ie 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./ConnpuTres Software 7.6.8(1L)-E 10.For bask connector plate design values see E5R-1311.ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC MBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IRC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-5=(0) 0 2-3=(-635) 343 w 2x4 DF #1&BTR SPACED 24.0" O.C. BS: 2x4 DF STAND 2-3=(-258) 450 LOADING 3-4=(-107) 98 LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LATERAL SUPPORT <= 12"OC. Sow. DL ON BOTTOM CHORD = 10.0 PSF HEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) L TZNS: 1-03-11 1-03-11 0'- 0.0" -153/ 5600 -9/ 758 5.50" 0.90 DF ( 625) LL = 25 PSF Ground Snow (Pg) Oi/ERHANGS: 24.0" 0.0" 1'- 9.2" 0/ 418V70 0/ OH 5.50" 0.03 DF ( 625) 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:2,5,4 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT 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" @ -2'- 0.0" Allowed - 0.200" 1-11-11 MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL - 0.009" @ 1'- 1.0" Allowed - 0.054" 12 MAX TL CREEP DEFL = 0.012" @ 1'- 1.0" Allowed = 0.072" 6.00 MAX HORIZ. LL DEFL = -0.011" @ 1'- 10.9" MAX HORIZ. TL DEFL - -0.012" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 -< (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads M-3x4 3 n the plane of the truss on/y. mr 0 r a I m o O '�-- 21111. 1 5 M-3x6 2-00 2-00 •.,c , PROp s,0 c ,"GlNE$6 /a 2 `cam :9200PE 9r JOB NAME : 20829 GLOBAL LOT 2 WALNUT - BSJR1 4111Pte:g Scale: 0.6895 WARNINGS: GENERAL NOTES, unless of e,wise noted: Truss: BSJR1 1.Builder and motion contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual '1'.1'4. G it, OREGONA 1(( and Warnings before conswe8on commences. building component.Applicability of design parameters and proper s�- 2.2x4 compression web bracing must be wstalsd where shown+, incwporelian of component is We responsibility of the buildwg designer. � 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords w be laterally braced al �j� lik l 4 no Is the responsibility of the erector.Additional per anent bracing( 2'o.c.and al 10/o.c.respectively unless braced throughout their length by (� T f ` R� DATE: 4/18/2018 Ne overall abpWae is the responsibility of the building tlesigner.o continuous sheathing such as plywood sheathing(TC)and/or dryweld/4C). should 3.i impact bridging orlatae/bracing requiredofhe where •t+ � RR{LN- SEQ. : K4514437 4.NobadsarecMapplied teantoany coeshoul until yafter all hmerthantl 4.Inatalnas«ImpslaNsreagens uityoftherespectivecontractor. ,-L fasteners an complete and al no time should any load:greater Than s.Design assumes brawn are u be used In a non-corrosive environment, ANS ID: LINK design wwwapplied teany component. aldaera dysolidiM«sae. 8.Design assumes full bearing at all supporta shown.Shim or wedge if EXPIRES: 12-31-2019 8.OaraWTms Sr no control over and assumes no responsibility for the fabrication,heeding.shipment and installation of components. 7.Designs assumes adequate drainage is provided. 8.The design isSwished subject to the Aw ntons set forthby 8.Plates shall be located on both faces of bass,and placed aro their center i-pri 119,2018 TPIIWTCA in SCSI,copies of which will be lumished upon request. Anes coincide with joint center Ines. MITek USA,IncJCompu7rus Software 7.6.8(114-E9.Digits Indicate size of piste w Inches. 18.For bask connector plate design values see ESR-1311,808.1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC UMBER SPECIFICATIONS TRUSS SPAN 32'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR GDF/Cq=1.00 Tr: 2x9 DF 416BTR LOAD DURATION INCREASE = 1.15 1- 2 ( 0) 101 2-12=(-913) 1560 2- 3=(-2189) 733 9-10-(-2322) 648 Br: 2x4 DF 41&BTR SPACED 29.0" O.C. 2- 3=) -253) 930 12-13= WEBS: 2x4 DF STAND (-772) 3021 3-12=1 -119) 474 3- 9=(-2097) 635 13-14=(-772) 3021 12- 9=( -87) 620 LOADING 9- 5=1 0) 0 14-15=1-828) 3333 12- 6=1-1360) 397 Ta LATERAL SUPPORT 0- 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 9- 6-(-1896) 595 15-16-(-939) 1828 13- 6=1 0) 199 Ba LATERAL SUPPORT <= 12"0C. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-3325) 913 16-10=(-932) 1831 6-14=1 -59) 359 TOTAL LOAD = 92.0 PSF 7- 8=(-1847) 534 14- 7-1 -86) 111 8- 9=(-1862) 535 7-15=(-2020) 604 N.TE: 2x9 BRACING AT 2980C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=1 -292) 352 15- 8=1 -304) 1276 A L-FLAT TOP CHORD AREAS NOT SHEATHED 10-11=1 0) 101 15- 9=( -285) 137 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9-16=1 0) 216 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 0 ERHANGS: 24.0" 29.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP LOCATIONS REAC'T'IONS REACTIONS SIZE SQ.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -290/ 1572V -133/ 133H 5.50" 2.52 DE ( 625) 32'- 0.0" -257/ 1572V 0/ OH 5.50" 2.52 DF ( 625) COND. 2: Design checked for net1-5 psfj uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL.L/290, TL=L/180 MAX LL DEFL = 0.090" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL - -0.046" @ -2'- 0.0" Allowed - 0.267" MAX LL DEFL - -0.209" 2 16'- 2.2" Allowed - 1.554" MAX TL CREEP DEFL = -0.485" @ 16'- 2.2" Allowed = 2.072" MAX LL DEFT, = 0.040" @ 34'- 0.0" Allowed - 0.200" MAX TL CREEP DEFL - -0.046" @ 39'- 0.0" Allowed = 0.267" MAX HORIZ. LI. DEFL = 0.058" @ 31'- 6.5" MAX HORIE. TL DEFL - 0.097" @ 31'- 6.5" Design conforms to main wrndforce-resisting 7-11-11 8-02-08 5-02-13 10-07 system and components and cladding criteria. Wind: 140 mph, h=22ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 2-06-09 3-01-15 2-03-03 2-09-14 5-04-10 5-02-13 5-02-10 5-04-06 )A11 Heights), Enclosed, Cat.2, exp.a, MWFOS)Dir), T 1 f f f 1 1 1 1 load duration factor=1.6, 6-00 Truss designed for wind loads T 'f in the plane of the truss only. 12 12 M-9x6 12 6.00 6.00 4 0" Q 6.00 8 -"( M-9x6 M-4x8 M-5x6 M-3x12 6 tie %M-9x9 3 M-1.5x3 O's I000011.. _ �3 8 =_ o o 2 12 13 19 15 16 30 1 �o M-3x6 M-4x8 M-1.5x3 0.25" M-3x12 M-1.5x3 M-3x6 p M-5x8(S) • 1nc) PROpS b y b > k y b tib` Cs� 5-06-12 5-02-14 5-01-02 5-06-05 5-09-06 5-02-10 y .1‘ !� `���$ �Q • y ), V 7 I. 2-00 32-00 2-00 ��(/ 2 :9200PE r J1OB NAME : 20829 GLOBAL LOT 2 WALNUT - CH3 '' ,•, � . Scale: 0.1856 WARNINGS: GENERAL NOTES. unless otherwise noted: /Zs' Truss' CH3 1.Sower and esNoocontractor hmldbeadvised ofall General Notes Thbdesign Isbased etyupon the parameesshown and'sfor enteddual , OREGON A.and Waning*before construction commences. building component.Applicability of desgn parameters and proper w_ 2.244 compassion web bracing must be installed where shown+. Incoryoretion of component k the responsibility of IM building designer. V� 3.Additional tenwerary bracing k Insure stability during consWClion 2.Design assumes the tap and bottom chords k be taterelty braced al /O al i 4, 2°1 �"�' Is the rearonrnNYib of iM erector.Addaseed pemmm�l bracing of 2'oA.and at 10'o.c.respectively unless braced throughout their length by + D TE: 4/18/2018 IM overs wts6re is the resM4si/,ty of the buiwieg designer. cawnums sneathirgte a ea plywood eneatnkg(re>and/or arywan(Bc). /�� oVs 3.rax lnpacl bodging orlalaral bracing requ'rewhere mown+* � [7�y1 S Q. : K 4 5 1 4 4 3 8 4.No lose craw M applied to any component until after all bracing and 4.Installation of Inns is the responsibility of the respective contractor. /1 Tl {r fasteners ere smlplele and al no time should any keds greater than 5.Design a mes 11115885are to be used In a noncorrosive enoranment, T NS ID: LINK ass gn Dari:M appkea aany sono Quem and are or dry condition.of etre. 6.CompuTns Mem control over antl assumes no rasponGbNNy kr the 6.Design assumes fug bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 I fabrication.design howling,ed subjecment and installation atilt ion of component. 7.DDesign assumes adequate drainage is provided. April 19,201 8 6.This design te Wished subject k IM Nmltaaons set lath by 8.Plats shag be located on both faces of buss,and placed so their center TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint anter lines. 9.Digits Indicate size apiary In Inches. MITek USA.ifc1CompaTrtts Software 7.6.8(1 L)-E 10.For bask connector plate design values see EOR-1311.ESR-1988(MiTek) 1 i 1 This design prepared from computer input by Pacific Lumber and Truss-BC UMBER SPECIFICATIONS C: 2x4 DF #1&BTR C: 2x9 DF #1& TRUSS SPAN 26'- 9.8" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cgs=7.00 LOAD DURATION INCREASE 1.15 1- 2=( 0) 101 2- 9=(-527) 1492 2- 3=(-1950) 601 B-12=(-1082) 329 BTR EBS: 254 DF STAND SPACED 24.0" O.C. 2- 3=1 -220) 406 9-10=(-921) 1445 3- 9=( -120) 168 3- 9=(-1554) 416 i0-11=(-421) 1445 9- 4=( -1) 356 LOADING 4- 5=( 0) 0 11-12=) -40) 52 9- 6-( -170) 100 C LATERAL SUPPORT 0- 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1327) 412 10- 6=1 0) 220 C LATERAL SUPPORT 0= 12"OC. OON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( -790) 287 6-11=( -833) 250 s TOTAL LOAD = 42.0 PSF 7- 8=( -930) 271 7-11=( 0) 179 11- 8=1 -226) 949 NOTE: 254 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 0'- 0.0" -232/ 1380V -92/ 1728 5.50" 2.21 DF ( 625) CiVERHANGS: 29.0" 0.0" 26'- 9.8" -138/ 1113V 0/ OH 5.50" 1.78 DF ( 625) j BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. For hanger specs. - See approved plans COND. 2: Design checked for net(-5 psf) uplift at 24 "ocspacing. I 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" @ 10'- 0.0" Allowed = 1..295" MAX TL CREEP DEFL = -0.149" @ 10'- 0.0" Allowed = 1.726" MAX HORIZ. LL DEFL = 0.025" 0 26'- 8.0" 1 MAX HORIZ. TL DEFL - 0.040" @ 26'- 8.0" Design conforms to main windforce-resisting 1 10-07 system and components 11-05-05o moments and cladding criteria. 4-09-07 f f T - -'- --,i Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4-10-03 4-10-05 0-10-08 5-05 6-00-05 4-09-07 (All Heights), Enclosed, Cat.2, Exp.E, MWFRS(D.ir), T f T T f T / load duration factor-1.6, End vertical(s) are exposed to wind, 10-00 Truss designed for wind loads j fin the plane of the truss only. 2 6.00 12 M-4x6 5 M-4x6 'C6.00 4 M-3x8 6 7 i I M-4x9 M-3x4 8 I V, 1 M-1.5x3 1 0 M co f- o O 1 2 zs Fi'. , ml F� /-111 M M-3x6 M-3x8 0.25"III M-3x8 M-1.5x3 M-5x6(S) y y y ���'E,D PROF S 9-06-12 6-05-04 6-05-04 4-04-08 y `L tAGIN4. 4 y J 2-00 26-09-12 �� A_ 2 =92 OP LOB NAME : 20829 GLOBAL LOT 2 WALNUT - CH407 • Scale: 0.2280 � WARNINGS: GENERAL NOTES, unless otherwise noted: Truss: C H 4 1.Builder and arecbon contractor should be advised of all General Notes 1.Tnle design Is based only upon the parameters shown and Is for an individual 7 ,OREGON 1(t and Warnings before constmc ion commences. building component.Appllcabigry or design parameters and proper ` w- 2.2a4 compression web bracing must be installed where silicon+. Incorporation d component H the reaponsibigry of the building designer. r� L 2•Q"'‘Vs�4 4 I 3.Additional temporary bracing to Insure stablllly during construction 2.Design assumes ties lop and bottom chortle to be Morally braced at �� "�I s Is the reapotteSiiy of the erector.Additional permanent bracing of 2'Data and at 10'o.c.respeUNely unless braced throughout their length by I TE: 4/18/2018 the overall aaaare is the responsibility continuous sheathing such as plywood sheathIng(TC)and/r drywall(BC). pone of the building designer. 3.2s Impact bridging or lateral bracing required where shown.. M�`p RIO- EXPIRES: �� Q.: K4 514 4 3 9 4.No load snow be applied to any component until amen all bracing and 4.Installation of was Is the responsibility or the respective contractor. ►l fasteners era complete and at no time should any loads greater Than 5.Design assumes trusses are to be used In a noncorrosive environment, ANS I D: LINK design loads be applied b any component. and are a'dry condition.'or ase, 5.CanpuTnu Om no control over and sesames no responsibility for the 8.Dem assumes lugs beefing al all support shown.Stem or wedge if EXPIRES: 12-31-2419 fabrication,handing.shipment and Installation of components. ry um .1(� p 7.Dates assumesallladed on drainage is buss,d. AprlI 1.7,20 O 6.This design Y CSI, subject to the)be forma set by 8.Plates snap be treated on both faces of truss,and placed so their center TPIM?CA in SCSI,copies of which will be hmished upon request. lines coincide with joint center linea. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L}E 9.Digits Indicate aka or 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 L BER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 - TC: 2x9 DF ik1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-5=(0) 0 2-3-(-605) 282 • BC: 2x9 DF 815BTR SPACED 24.0" O.C. 2-3=(-288) 519 W 5: 2x4 DF STAND • • 3-9=( -58) 48 LOADING TC LATERAL SUPPORT <= 12"OC. SON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIF BC LATERAL SUPPORT <= 12"OC. SON. DL ON BOTTOM CHORD = 10.0 PEP BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) L INS: 2-00-00 2-00-00 0'- 0.0" -122/ 488V -16/ lOSH 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) O RHANGS: 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. [ROVIDE FULL BEARING;Jts:2,5,4_ BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. j 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 DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" T f MAX TC PANEL LL DEFL = -0.003" @ 1'- 4.2" Allowed = 0.127" MAX TC PANEL TL DEFL = -0.002" @ 1'- 3.3" Allowed = 0.191" 12 MAX HORIZ. LL DEFL = -0.015" @ 3'- 10.9" 6.00 MAX HORIZ. TL DEFL - -0.015" @ 3'- 10.9" 4 -/ Design conforms to main rndforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=20.3ft, TCOL=4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.R, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads M-3x4 in the plane of the truss only. 3 d, I N co o MM O20.CM 511191.=M 1 M-3x6 1 ). ), b 2-00 2-00 1-11-11 o PR . ..;<°,'''.;,.‘G,{NE `%'/O2 ,.......44 :92,OPE r IOB NAME : 20829 GLOBAL LOT 2 WALNUT - BSJR2jr Scale: 0.6279 WARNINGS: GENERAL NOTES, unless otherwise noted: fl [�'�' 1.Bulkier and vection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and k for an Individual �} OREG [��s Truss: BSJR2 and Warnings before construction commences. Watling component.Appncobdty of design parameters and proper J� Ify O•`�`^O� ��! 2.2x4 compfeaetot web bating must be installed where shown+. incorporation of component is the responsibility of the building assigner. -a� 3.Additional temporary bracing N Mauro stability dung construction 2.Design assumes the top and bollen chorea b be laterally braced at <0 _...1- y 4 0 is the reepaAlbYily of the erector.Additional permanent bracing of Y o.e.and a11G o.c.respectively unless braced throughout their length by o D TE: 4/18/2018 the overall swewe is Ine responsibility of the Wilding designer. continuous ahealMng such as plywood sheaNing(TC)and/or tlrywall(BC). ty 3.2x Impact bridging or Newel bracing required where shown s+ � �� S Q. K 4 rJ 14 4 4 0 1.No Jonasshould area be toteapplied N any component until after all bracing and 4.00515ngon of truss is es responsibuof the respective contractor. fasteners are complete and at re time alveoli any loads greater Nan 5.Deign assumes trusses are to be used N a non-corrosive environment r � and are for condition'of use. 1.2 ANS ID: LINK �agnwwaseepvdedNan ryC0 S.CompuTrvs bee no contra over and assumes no responsibility for the 6.Design assumes fun bearing at ad supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,bending,shipment and inslanatbn of components. necessary. '.Design assumes adedas bdoth faces Hoss.a April 19,2018 6.This design b Finished subject b the limitations set forth by n.Plates shall be boated an laces of truss,and placed so their center TPIAYICA in SCSI,copies of which will be furnished upon request. lines coincide with joint center Fres. 9.Digits indicate eine of plate In Inches. n MiTek USA Mc./Con uTrus Software 7.6.8 1L-E 10.Dar bash connector plab design values see ESR-1311,ESR-1988(MTek) MMMIMMIri This design prepared from computer input: by Pacific Lumber and Truss-BC MBER SPECIFICATIONS TRUSS SPAN 26'- 9.8" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=7.00 - 2x9 OF N16BTR LOAD DURATION INCREASE = 1.15 1- 2-( 0) 101 2-10=(-566) 1942 2- 3-(-1950) 678 2x9 DF MISBTR BS: 2x4 OF STAND SPACED 29.0" O.C. 2- 3-) -220) 406 10-11=(-521) 1995 3-10-) -120) 148 3- 9=(-1559) 507 11-12=(-521) 1945 10- 4=( -10) 356 LOADING 9- 5=( 0) 0 12-13-) -42) 53 10- 6=( -176) 125 LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 9- 6=(-1327) 488 11- 6-) 0) 220 LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 8=( -790) 349 6-12=( -833) 299 TOTAL LOAD = 92.0 PSF LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 7- 8=( 0) 0 e-12-) 0) 179 8- 9=( -930) 347 12- 9=( -304) 949 TE: 2x9 BRACING AT 29"OC 005. FOR 9-13=(-1082) 900 L FLAT TOP CHORD AREAS NOT SHEATHED HEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREAIZE SQ.IN. (SPECIES) 0'- 0.0" -272/ 1380V -92/ 172H 5.50" 2.21 DF ( 625) LOCATIONS REACTIONS REACTIONS S ERHANGS: 29.0" 0,0" BOTTOM CHORD CHECKED FOR DSPAC LIVE LOAD. TOP 26'- 9.8" -205/ 1113V 0/ OH 5.50" 1.78 DF ( 625) +y, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. For hanger specs- - See approved plans ICONS. 2: Design checked for net)-5 ps f) uplift at 24 "oc spacing. j VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.090" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.010" @ 10'- 0.0" Allowed = 1.295" MAX TL CREEP DEFL = -0.199" @ 10'- 0.0" Allowed - 1.726" MAX HORIZ. LL DEFL = -0.025" @ 26'- 8.0" MAX HORIZ. TL DEFL = 0.040" @ 26'- 8.0" 11-11-11 8-00-10 6-09-07 f f _ _ y Design conforms to main windforce-resisting 4-10-03 4-10-05 2-03-03 4-00-05 9-00-05 2-03-03 4-06-04 system and components and cladding criteria. T T T T T f Wind: 140 mph, h=22,3ft, TCDL=9.2,BCDh=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 10-00 4-09-12 load duration factor-1.6, T 12 T T T Trussedesignedvrtical(s)fore ewindo loads wind, 12 in the plane of the truss only. 6.00 7 Q 6.00 M-4996 M-4x6 y M-3x8 6 8 -M-4x4 M-3x9 ' M-1.5x3 N O t. 1 m O co O i M I o -7- r jg 2 to 11 lz 3 ' M-3x6 M-3x8 0.25" M-3x8 M-1.5x3 M-5x6(S) J, b y ,1 b j ��ED PRO FA.,9-06-12 6-05-04 6-05-04 9-04-08 s�GINC . 451 /y b b , ( O ,2-00 26-09-12 G/ :9200PE 'Sr,. OB NAME : 20829 GLOBAL LOT 2 WALNUT - CH5 /� . Scale: 0.2280 ..,. WARNINGS: GENERAL NOTES, unless otherwise noted: ru s s CH 5 1.Builder and erection contractor should he advised of all General Notes 1.Thin design is based only upon the parameters shown and is for an individual pG� 4OREGON �4/ and Warnings before construction commences. Wilding component.Applicability of design parameters and proper y� 2.284 con-premien web bracing must be installed where shown r. Incorporation of component Is the responsibility of the building designer. Vs 3.Additional temporary bracing b insure stability during construction 2.Design assumes the top aro bottom chords to M laterally braced at j/ s 2." is the reeporrdWiry a the erector.Additional permanent bracing of 2'o.c.and at 10'Data raylxllvery unless braced throughout Oar length by G TE: 4/18/2018 the overt slouches is the responsibility continuous sheathing amnia,as plywood sheathing(TC)and/or dnywan(Bc). pone ry of the Wilding designer. 3.2x Impact bridging or lateral bracing required where shovm♦, FR R{LL E K 9 514 4 41 4.Na load shined d applied to any component until after all bracing and a.Installation of was Is me responsibility ape�n a eon dao. . aMere fasteners aro complete and at no time should any loads greater than 5.Design assumes busses are to be used b a non-corrosive enWmnment, ANS ID: LINK design loads be applied bony component. endure los•me full baring as s.CompuTNs los no contra over and mimes no responsibility for the 8.Design assumes fel bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 necessafabrication.handling,shipment and installation of component. 7.Design,ssumes adequate drainage is provided. April 19,2018 B.This design Y furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss)and placed so Meir center TPIMTCA M BCSI,copies of which will be furnished upon request. Gnus coincide with joint center Anes. 1 L Wee USA,Inc/Com urrua Software 7.8.8 N.Digits indicate size of pato In Inches. p ( )-E 1o.Forbeslo connector plate design values see ESR-1311.ESR-1988(MiTek) 1 This design prepared from computer input by Pacific Lumber and Truss-BC LIMBER SPECIFICATIONS 32-00-00 GIRDER SUPPORTING 4-00-00 FROM 27-00-00 TO 32-00-00 IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 T : 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=1 0) 100 2-11=(-428) 2046 2- 3=(-3006) 734 15- 9=1-1152) 318 B 2x4 DF #1&BTR; 2- 3=( -286) 512 11-12-1-430) 2044 11- 4-1 0) 218 9-16-1 -264) 1418 2x6 DF SS 83 LOADING 3- 4=(-2442) 532 12-13=(-440) 2598 4-12=1 -176) 126 W BS: 2x4 DF STAND LL = 25 PIF Ground Snow (Pg) 4- 5=(-2220) 536 13-14=1-376) 2950 12- 5=1 -330) 1698 TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 32'- 0.0" V 5- 6=1-2204) 592 14-15=(-376) 2950 12- 6=(-1658) 356 T LATERAL SUPPORT <= 12"OC. ION. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 27'- 0.0" V 6- 7=1-2620) 604 15-16=1-624) 3666 6-13=( -42) 380 B LATERAL SUPPORT <- 12"OC. UON. BC UNIF LL( 25.0)+OL( 37.0)- 62.0 PLF 27'- 0.0" TO 32'- 0.0" V 7- 8=1-2730) 506 16-10=1-630) 3704 13- 7=( -462) 134 8= 9=1-3136) 552 14- 7=( 0) 202 ADDL. BC CONC LL+DL= 1253.0 LBS @ 26'- 9.8" 9-10=1-4398) 778 7-15=1 -438) 306 N+'TE: 2x4 BRACING AT 24"OC UON. FOR 8-15=1 -158) 1062 A L FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL = ---- REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Lil LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TINS: 2-00-00 0-00-00 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0" -296/ 1787V -115/ 127H 5.50" 2.86 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 32'- 0.0" -460/ 2602V 0/ OH 5.50" 4.16 DF ( 625) O*ERHANGS: 24.0" 0.0" ( 2 I complete trusses 3.x. 35required. COND. 2: Design hacked for nett-5 sfupliftspacing. Attach 2 ply with 3"x.131 DIA GUN go p ) at 24 oc nails staggered: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" on in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.010" @ -7_•- 0.0" Allowed = 0.200" 9" oc in 1 row(s) throughout 2x4 bottom chords, MAX TL CREEP DEFL = -0.011" 8 -2'- 0.0" Allowed - 0.267" \A/ 9" oc in 2 cowls) throughout 2x6 bottom chords, MAX LL DEFL = -0.096" @ 12'- 6.8" Allowed - 1.554" /�/v�/\ 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.306" 9 12'- 10.3" Allowed = 2.072" MAX HORTZ. LL DEFL = 0.021" @ 31'- 6.5" MAX H01811. TL DEFL = 0.047" @ 31'- 6.5" Design conforms to m )n indforce-resisting system and componentsand cladding criteria. Wind: 140 mph, h=22ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, 10-07 1-11-13 10-02-08 9-02-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f 1 T load duration factor=1.6, 1-10 9-07-02 4-01-13 1-11-13 5-04-10 4-09-14 3-10-11 5-04 Truss designed for wind loads T T f f f f f f fl in the plane of the truss only. 12 12 12 6.00 R' 14-.4)46.M.00 '',:J6.00 9.0" sin-5x6 M-3x8 M-9x6 •7 M-3x9 - NM 4 M-3x6 • "....,M-41x9.0 M-9x6 4411111111 tf- 2 11 12 'r 13 14 'r is 16 )33 "10 0 M-3x6 M-1.5x3 0.25" M-1.5x3 0.25" M-3x4 M-5x8(S) M-3x4 M-7x12(S) y1253# ��� p )' y yy y )' y � 6-03-06 4-03-09 2-03=055-01-02 5-01-02 3-09-09 5-02-04 �GINE� 01 �`Ct Ay ) � 92-00 32-00 � r r" 89200PE 4OB NAME : 20829 GLOBAL LOT 2 WALNUT - CHGIRD /fir' Scale: 0.1943 ---1,...._- WARNINGS: GENERAL NOTES, unless otherwise noted: ii ir 1.Builder and pection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual pct "�7 OREGON I �4 Truss: CHGIRD and wamkye before construction commons. building component.Applicability of design parameters and wove, 2.2x4 compression web bracing must be installed where shown a. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction z.Dealgn assumes me toe and bottom chortle b be Laterally braced at <0 I,r 14 20'‘ �..2 is there of me erector.Additional 2'o.0.RAJ at 10'o.0.retpeGWely unless braced throughout their length by al tempoty ydurin cons of f TE: 9/18/2018 me waren aenrWhre is the responsibility of me building designer. continuous sheathing such as plywood sheathing(TC)and/or tlrywali(BC). 9 3.2x Impact bridging or lateral bracing required where shown yu lw-� �� EQ. : K4 5 1 4 4 4 2 4.No load.ode M applied to any component until ager all bracing and 4.Installation of buss Is the responsibility of the respective contractor. fasteners ars complete and at no time should any loads greater than 5.Design assumes hisses are to be used in a non-corrosive environment, ANS I D: LINK design loads be epptied to any component. and are for'dry condition.or use. 12-31-2019(� 5.CompuTms Ips no control over and assumes no responsibility for the 6.Design assumes lust bearing et all supports shown.Shim w wedge it EXPIRES: f 2-31- 1J1 9 fabrication.hs.d8ng,shipment c and Installation of components. 7.Design necessancone adequatedrainageface is provided. April 19,2018 6.This design U famished subject to the limitations set fain by S.Plates shall be boated an both lases of buss,and placed so noir center TPIIWTCA M®CSI.copies of which will be furnished upon request. lines coincide with join)center lines. 9.Digits Indicate size of pistem inches. Welt USA,bscdCornpuTrus Software 7.6.8(1L)E 10.For basic connector plate design values see ESR.t311,ESR-1088(MiTek) 1 This design prepared from computer input by Pacific Lumber and Truss-BC LMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 w T : 214 DF #16BTR LOAD DURATION INCREASE = 1.15 1-2-) 0) 101 2-5=(0) 0 2-3-1-627) 338 B 204 DF 41&BTR SPACED 24.0" O.C. 2-3-1-281) 508 W BS: 2x9 DF STAND 3-4=( -89) 48 LOADING T LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF B LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM TOTAL CHORDLOAD 92= 10..00 PSF PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) L TINS: 2-00-00 2-00-00 0'- 0.0" -141/ 505V -9/ 758 5.50" 0.93 OF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 10.9" -183/ 46V 0/ 00 1.50" 0.07 DF ( 625) 0 ERHANGS: 24.0" 0.0'• 4'- 0.0" 0/ 38V 0/ 00 5.50" 0.06 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-i BOTTOM CHORD CHECKED FOR Sopor 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 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed - 0.200" 1-11-11 MAX TL CREEP DEFL - -0.046" @ -2'- 0.0" Allowed = 0.267" T l' MAX LL DEFL - 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TC PANEL LL DEFL - 0.002" @ 1'- 0.8" Allowed = 0.127" 12 MAX TC PANEL TL DEFL = -0.002" @ 01- 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" @ I'- 10.9" MAX HORIZ. TL DEFL - -0.003" @ 1'- 10.9" Design conforms to main n windforce-resisting M-3x4 4 system and components and cladding criteria. IIIIII°°1 Wind: 140 mph, h=19.8(1, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads , in the plane of the truss only. I- o N Mil0 m Arm IIIo 2 5 M-3x6 y ), y 2-00 4-00 �,�EQ PRopss GINE i% 40B NAME : 20829 GLOBAL LOT 2 WALNUT - CJ1 �� . • I Scale: 0.6925 WARNINGS: GENERAL NOTES, mess otherwise noted: © [� 11 r u s S CJ1 1.Builder end a dbn contractor should be advised of all General Notes 1.This dodge Is based only upon the parameters shown and Is for an individual Tz. OREGON �4/ and Warnings before concoction commences. building component.Applicability of design parameters and properbi, 2.284 companion web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. �} 3.Additional lewpary bracing to Mauro stability during construction 2.Design assumes the lop end bottom Cords to be laterally braced al �/� _7 Y 1 4 is the reasonability of the erector.Additional permanent bracing of 2'o.c.and a110'o.c.rewealivety plywood o osteo throughout thea e04H by ("/ f + TE: 4/18/2018 the overall Manure is the realxaheiNl a She build designer. aenNwope eneatNrg such a.plvwaad aheembg(Tc)and/or drywall(Bc). �„lVis b o93.28 Impact witlgineorIWrel bracing required where shown ae F1RI` EQ. K 9 514 9 9 3 4.No lose shone w apptled to ant'comlwrwnl until after ell waling ant 4.Installation of suss b use responsibilty of the respective contractor. R l,�v tasterora aA oompfale ane al no lime dwuld any bees greater than 8.Design assumes lmsses are b be ueed n e non-corrosive environment, RAN S I D: L INK design loads be applied to any coimponent ane a e a dry 000d pn of an. 5.CanWTrw ion no conbol ova.ane asw,mes no responalealry dor ins 6.Design assumes fr bean g at all supports shown.SNm or wedge if EXPIRES: 12-31-2019 tebdca(n,lwWtng.chlpmenl and installation of components. 7.Deigns necessary adequate drainage is provided. April 1 9,201 8 8.This design Is banished subject to the limitations eel forth by 8.Plates shall be located an both faces of buss,end dated so Neil center TPIMRCA in BDSI,copies of which wN be furnished upon request, lines coincide with joint Center pyres. 9.Digits indicate size of plate b ndhes. MTek USA,blc.iCompuTrus Software 7.6.8(1 L)-E 10.For bask connector piste deign vanes see ESR-1317,ESR-1988(MiTek) This design prepared from computer input_ by Pacific Lumber and Truss-BC LMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq-1.00 e T : 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-) 0) 101 2-5=(0) 0 2-3-1-605) 282 B 2x9 DF #1&BTR SPACED 24.0" O.C. 2-3-(-288) 519 W BS: 2x4 DF STAND 3-4=( -58) 48 LOADING T LATERAL SUPPORT 0- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF B LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LliTINS: 2-00-00 2-00-00 0'- 0.0" -110/ 508V -16/ 105H 5.50'• 0.81 DF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 9.2" 0/ 38V 0/ OH 5.50" 0.06 DF ( 625) OtERHANGS: 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 J BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL - 0.040" @ -2'- 0.0" Allowed = 0.200" 3-11-11 MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL - 0.031" @ 1'- 8.4" Allowed = 0.154" MAX TL DEFL = 0.031" @ 1'- 8.4" Allowed = 0.206" 12 MAX HORIZ. LL DEFL = -0.015" @ 3'- 10.9" 6.00 MAX HORIZ. TL DEFL - -0.015" @ 3'- 10.9" 4 -/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.3ft, TCDL=4.2,BCD1.=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads M-3x4 in the plane of the truss only. 3 a, mi 1 (-- I oi0.01Ielt0. o mi NMO MIO 211111 5�� 1 M-3x6 y ), y 2-00 4-00 { 5.›' P- OFFscP cso,j �NGINE1Fh' /� .� :9 ...s . mss,, 40B NAME : 20829 GLOBAL LOT 2 WALNUT - CJ2jJ - Scale: 0.6278 ... ar WARNINGS: GENERAL NOTES, unless dherwise noted: 10 Ct Truss: CJ2 1. uilder and erection contractor slwdd be advised of all General Notes 1.This design R based only upon the parameters shown and a for an individual y OREGON p! end Warnings gs before construction commences. building component.ApRicablity of design parameters and proper 2.IS compemien web bracing must be installed where shown a. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing b Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et .#A Is the responsibility of the Breda.Additional permanent bracing of 2'rise.and at 10'o.c respectively unless braced throughout their length by /O 1 Y s DATE: 9/18/2 018 use overall ame:wre is use reapautiwr t the wast designer. caro u es sheaving such as plywood sheathmg(TG)and/or drywall(BC). ' M e4.2a laseton bridging or lateral responsibility cng required where shown.. FR R{LA- SEQ. : K 4 514 4 4 4 4.No load slaw be applied to any component until after all bracing and 4.Installation of(mss m the responsibgby d 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-corrosive environment, n(� TRANS ID: LINK design loads be applied a any component and are for'dry condition'of use. EXPIRES: 2-31-2019 uTme tees M control over end assumes no re p sponsibitity for 5.Com 8.Design assumes lull bearing at all supports shown.Shin or wedge it V necessary. fabrication,bending,shipment and Installation of components. 7.Design assumes adequate drainage is presided. p 6.This design S Wished subject to the limitations set forth by 8.Plates shall be located al both faces of buss.end paced so their center April 19 r 2�1$ TPI(WTCA it SCSI,copies of which will be furnished upon request. lines coincide with joint center line. 9.Digits Indicate size of plate in inches. MITek USA,InciCompuTru3 Software 7.6.8(1L)-E 10.For bask connector pate design values see ESR-7311.ESR-1986(MiTek) 1 This design prepared from computer input by Pacific Lumber and Truss-BC L BER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2015 MAX MFMRF.R FORCES 4WR/GDF/Cq=1.00 T : 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-6-(0) 0 2-3-(-607) 238 B 2x4 DF #1&BTR SPACED 29.0" O.C. 2-3=(-268) 518 W BS: 2x4 DF STAND 3-4=(-118) 57 LOADING 9-5=( -94) 33 • T LATERAL SUPPORT <- 12"CC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF B LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA LHITINS: 2-00-00 2-00-00 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -87/ 515V -29/ 136H 5.50" 0.82 DF ( 625) OVIERHANGS: 29.0" 0.0" 3'- 9.2" 0/ 38V 0/ OH 5.50" 0.06 DF ( 625) I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 11.2" -107/ 228V 0/ OH 1.50" 0.29 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 5'- 11.7" -29/ 79V 0/ OH 1.50" 0.13 DF ( 625) 1 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. PROVIDE FULL BEARING;Jts:2,6,4,5 ICONS. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. I I 5-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=I,/180 T .j MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL - -0.046" @ -2'- 0.0" Allowed - 0.267" 12 MAX LL DEFL = 0.020" @ 1'- 8.4" Allowed = 0.159" 6.00 5 - MAX TL CREEP DEFL = 0.023" @ 1'- 8.4" Allowed = 0.206" MAX HORIZ. LL DEEL = -0.012" @ 3'- 11.2" MAX HORIZ. TL DEFL = -0.013" @ 3'- 11.2" 1 I Design conforms to main windforce-resisting I system and components and cladding criteria. I Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, IH' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, ITruss designed for wind loads M-5x6 r in the plane of the truss only. om mII,All o Il0 2►� 6►� 1 M-3x6 I I I i b b b I 2-00 4-00 1-11-11 ikF,D PROp 4kr 89200PE r' 40B NAME : 20829 GLOBAL LOT 2 WALNUT - CJ3 -141111,-• ? : Scale: 0.5828 WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design H based only upon the parameters shown and is o an individual d ru s s: C J3 and WamYye before cenatructlet commences. building component.Appllcablity of design parameters and proper �� �f_ORE V N A, 2.244 cornomaiun web bracing must be installed where shown+ incorporation of competent the respona b y of the building designer. 2.°'‘b4 (�� �{ 3.Additional teary bracing N insure stability during construction 2.Design assumes the tap and bottom chords a he laterally braced al �/� :r 1 A ° + is the rapt/WENN of the erecta.Additional permanent breckg or 2'o.c.and shoet 10'o.c.reepactiph unless braced throughout their length by (,/ Y TE: 4/18/2018 tib oveeti wpwre is the responsibility of the building designer. co tepget sheathing such as acing redquired ui d where c ownanth•dryaall(BC). R R 1` ` NV ty 93.IxImpactbilging o labral boning rewired where shown•Bo `{+ EQ.: K 4 5 1 4 4 4 5 4.No load shoda be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. rasbrwrs w aompble and at no time should any loads greater than 8.Design assumes trusses are to be used n a nonunosive environment. 7ORAN S I D: LINK design Nada be applied b any component. and are foor1'ary condition.of use. EXPIRES: 12-31-2019 s.Design assumes full boring al all supports shown.Shim or wedge it E Compurrw WI no control over and assumes no responsibility for the I fabricatlan,handing,shipment and installation of components. m.�8ry '.Design hallbeassumes adequate drainage N pruss.d.an April 19,2018 8.Thio design b furnished subject b the limitations set forth by 8.Plates shall be baled en both taus of truss.and pied so(heir center TPIMTCA le SCSI,copies of which will be furnished upon request. lines coincide with joint center Ones. in Inches. MITek USA.Inc./Com Ttus Software 7.6.811 E 10.Fortigits isic coonte etc°mpadeignval W ( H. For bask sizer plate design values see ESR-7311,ESR-1988(MiTek) 1 I - This design prepared from computer input by Pacific Lumber and Truss-BC L MBER SPECIFICATIONSIAC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 µ TRUSS SPAN 7'- 11.7" T : 2x9 DF #1&BTR 2x4 DF #1&BTR BS: 2x4 DF STAND LOAD DURATION INCREASE 1.15 1-2=( 0) 101 2-6=(0) 0 2-3-(-601) 191 SPACED 24.0" O.C. 2-3=(-290) 520 LOADING 3-4=(-166) 70 4-5=1 -69) 32 T LATERAL SUPPORT G= 12.0C. UON. B LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD 42.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED BOG AREA L TINS: 2-00-00 2-00-00 LOCATIONS REACTIONS REACTIONS SIZE 10.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0'• -60/ 497V -32/ 168H 5.50" 0.80 DF ( 625) 0 ERHANGS: 29.0" D.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" -139/ 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) i BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. PROVIDE FULL BEARING;Jts:2,6,9,,5 !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/780 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" 7-11-11 MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed - 0.267" f MAX LL DEFL = 0.027" @ 1'- 8.4" Allowed = 0.154" 5 -/ MAX TL CREEP DEFL = 0.032" @ 1'- 8.4" Allowed = 0.206" MAX 12 MAX 00RIZ. TL DEFL = -0.016" @ 7'- 10.9" 6.00[7' I Design conforms to mlwindforce-resisting system and components and cladding criteria. Wind: 140 mph, h-21.3ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Sir), load duration factor-1.6, 4 Truss designed for wind loads ti in the plane of the truss only. A f o 14-5x6 co lo at o /- IIS 2� 611°"-- 1- M-3x6 b .> y y 2-00 4-00 3-11-11 � �GQ. PROOFss w OG 4) o :9200PE f 40B NAME : 20829 GLOBAL LOT 2 WALNUT - CJ4 ®� �� Scale: 0.5029 WARNINGS: GENERAL NOTES, unless otherwise noted: V 1.Builder end emotion contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �.y OREGON �/4 ru s s: CJ4 and Warnings before construction commences. building component Applicability of design �/ Il v�V 'Y�/ 6 ofdm parameters proper ` j 2.204 compression web bracing marl be installed where shown.. incorporationportent b the responsibility of the building designer. �+�' 3.Additional 2.Design assumes the fop and bottom chords to be leterelty braced al /w' 4 y /} j temporary bracing b neuro stabile/during construction 2'o.c and at 10'o.c.respectively unbar braced throughout Ihak length by 40 1 4 1 by R Is the reaponledrYity of the erecter.Additional permeant bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). q 1. {Vis TE: 4/18/2018 the overall structure re the responsibility of the budding dosigee 3.2s Impact badging or lateral bracing required where shown++ 'Y/J:p�j EQ. K4514446 4.No load si oeYbe applied to any cemponent until after all bracing and 4.Installation of truss is IM responsibility of the respective contractor. rl t� i� fasteners am complete and at no Ibd should any loads greater than 5.Design assumes trusses are to be used n a non-corrosive environment, BANS ID: LINK design teww.ppdeabany canpodnt and are for'dry condition'ofuse. 6.CompuTNs Is no control over and assumes no responsibility for the 6.Design assumes full bearing at ail shown. H EXPIRES: 12-31-2019 necessary. Shim or wedge fabrication.Needling,shipment andbrtelion of components. 7.Design assumes adequate drainage is provided. April 1 9,201 8 6.This design Is Swished sub)act to thea limitations set forth by 8.Plates shad be located en both fads of Inss,and placed so their center TPIAVTCA M UCSI,copies of which will be furnished upon request lines coincide with Joint center lines. 9.Digits indicate size of pule in inches. MiTek USA.IncdCompuTrus Software 7.6.6(1 L)E 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC L MBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 y Ts: 209 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-7-(0) 0 2-3=(-603) 148 B.: 2x9 DF #1&BTR SPACED 24.0" O.C. 2-3-(-290) 519 W:BS: 2x9 DF STAND 3-4=(-206) 89 LOADING 9-5=(-101) 64 Ts LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -97) 19 Bs LATERAL SUPPORT <= 12"0C. UON, DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF L8TINS: 2-00-00 2-00-00 BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA LL= 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) O1ERHANGS: 24.0" 0.0" 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/ 38V 0/ OH 5.50" 0.06 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 3'- 11.2" -128/ 2730 0/ 0H 1.50" 0.35 DF ( 625) 7'- 11.2" -105/ 252V 0/ OH 1.50" 0.32 OF ( 625) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 9'- 11.7" -17/ 35V 0/ OH 1.50" 0.06 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. [PROVIDE FULL BEARING;Jts:2,7,4,5,6 I COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 9-11-11 MAX LL DEFL - 0.040" @ -2'- 0.0" Allowed = 0.200" T . MAX TL CREEP DEFL = -0.096" @ -2'- 0.0" Allowed = 0.267" 6 -7 MAX LL DEFL - 0.025" @ 1'- 8.9" Allowed = 0.154" MAX TL CREEP DEFL = 0.029" @ 1'- 8.4" Allowed - 0.206" / MAX HORIZ. LL DEFL - -0.014" @ 9'- 10.9" 12 MAX HORIZ. TL DEFL = -0.015" @ 9'- 10.9" 5 6.00 Design conforms to main windforce-resisting V1 system and components and cladding criteria. Wind: 190 mph, h=21.eft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 4 o `1 LA M-5x6 3 o III o I0 1 M-3x6 ), y > y 2-00 4-00 5-11-11 5a. � P�D��ss ��S. GtNEFR 4.1 N...,,,,_ :9200PE JOB NAME : 20829 GLOBAL LOT 2 WALNUT - CJ5 4/P . Scale: 0.9335 - • WARNINGS: GENERAL NOTES, unless ethanolse noted: 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and m for an individual .37 OREGON <(f� Truss: CJ5 and Warn before construction commences. building component.Appticab Oy of design parameters and proper 2.204 companion web bracing must be Installed where shown+. Incorporation or component I:the response#tity at the building designer. (� 3.Additional NRporary bracing to inure stability during cana,ue8on 2.Design assumes the Ili and bottom Gerrie to be laterally braced at iia r 14 2Q h the responsibility of the erecta.Addetonnl permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �+7 (� P ATE: 4/18/2018 as overs.sbgwaae is the responsibility m the building designer. coni wous sheathing Suri,as plywood sheathing(TC)arwor drywall(BC). �j Pons ty 9S.2a Impact bridging H Werth bracing required where shown++ �� EQ.: K4514447 4.No load sf ata be applied w am component un81 dna at bracing and 4.Designstagation of buss N es responsibility of the respective contractor. +j L• fasten..am eonplele and at no time should any loads greater than 5. assumes trusses are b be used In a noncorrosive environment, RANS I D: LINK design Nab be applied to any component. dna are to'dry vine an muse. 5.compurms toes no wntra ovo and aswmas no responsibility for the 6.Design assumes full boring at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,b.nling,shipment and instnlation of components. 7. necessary. gn assumes adequate drainage is provided. April 19,2018 6.This design N banished subject to the limitations set forth by 8.Plates shag be located on both faces of buss.and placed so their center TPIIWTCA N BCSI,copies of which will be furnished upon request. liras coincide with Joint canter lines. A Inc.ICom uTrus Software 7.6.8 1L E g.Digits indicate size or plate w Inches. MiTek US D ( F to.For basic connector plate assign velues see ESR-1311,ESR-1088(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC .UMBER SPECIFICATIONS HIP CORNER RAFTER CHORDS: LOAD DURATION INCREASE = 1.15 "C 2X4 DF #156TR LOADING 2x6 DF #1&BTR TOP CHORD LL + DL = 32.0 PSF 1 12 9.29 O M-3x6(S) M-5x8 M-3x6 r: M-3x6 10 M-3x6 PROVIDE SUPPORT @ 48"o.c. M-3x8 16-11-04 !- co 0 1 o /- 9,0 PRQp c�� � /y y ), 9 O?3-01-08 5-07-08 t.C.;\... :9200PE -9�, LOB NAME : 20829 GLOBAL LOT 2 WALNUT — CR1 A /�. ....--- Scale: / Scale: 0.3622 WARNINGS: GENERAL NOTES, unless otherwise noted: fy. i. fuss CR11Builderad.r.aw contractor should be advised ofall Ge rare Noe 1.This design la based only upon the parameters shown and A or an individual OREGON 4,,L and Winnings construction rnings before coction commences. building component.Applicability of design parameters and proper ` /� w- t 2.224 comprercn web bracing must be on taIod where shown+. N. incorporationof componentth mpanenl is e responsibility of the building tlesigner. {I s"r 0 a.Additional temporary bradng to Insure stability during construction z.Design assumes the la and bottom chorda to d 505gho braced al <0 9y 14 2 A the reepoe�bYlty of the erector.Additlonal permanent bracing of 2'0.0.and 0115 o.c.respectively0006 a unless braced throughout their length by TE: 4/19/2018 continuous sheathing such as plywood aheathbg(TC)armor drywall(BC). the overall*Winn is the responsibility of the building designer. 3.2s Impact bridging or labral bracing required where shown++ ` — EQ. : K4514448 4.No loads a1Yd be applied to any component until after bracing and4.Installation otIn seAwreapwsibYNyot he respective contractor. FR `L fasteners e. complete and at no Ane should any loads greater than 5.Design assumes Inoses are to be used in a non-corrosive environment, BANS I D: LINK design loads w applied to any component. and are o NIA aamNen of use. 5.CanpuTruelr no control over end assumes w responsibility for the 8.Design assumes full beefing at all Supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrkatlan,kaeWng,shipment and Installation of components. 7.Design assumes adequate drainage is provided. April 1 9,201 8 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both bees of cess,and placed so their center TPBWfCA la SCSI,copies of which wNl be furnished upon request. lines coincide with joint center Nnes. Wok USA,p1cJCom Trus Software 6.2.3(1L)-2 9.Digits indicate size of plata In inches. Wto.For bask connector pleb design values see ESR-1311,ESR-1988(M;Tek) J 1 This design prepared from computer input by Pacific Lumber and Truss-BC L BER SPECIFICATIONS TRUSS SPAN 2'- 0.0" 091 2015. MAX MEMBER FORCES 4WR/GDF/Cq=1.00 T : 2x1 DF #l&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-5-(0) 0 2-3-)-638) 343 B : 2x4 DF 91&BTR SPACED 29.0" O.C. 2-3-1-277) 495 W S: 2x4 DF STAND 3-4=( -98) 48 LOADING T LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF B LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD - 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) L INS: 1-08-00 1-08-00 0'- 0.0" -153/ 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) O RHANGS: 29.0" 0.0" 1'- 11.7" -183/ 47V 0/ OH 1.50" 0.08 DF ( 625) I 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 10PSF LIVE LOAD. TOP - ---- AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. li VERTICAL DEFLECTION LIMITS: Li/-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" @ -2'- 0.0" Allowed = 0.267" 'l' T MAX LL DEFL - 0.006" @ 1'- 4.9" Allowed = 0.051" MAX TL CREEP DEFL = 0.007" @ 1'- 4.9" Allowed = 0.072" 12 6.00 [7' MAX HORIZ. LL DEFL = -0.006" @ 1'- 10.9" MAX HORIZ. TL DEFL - -0.006" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE. 7-10, 4 , (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x9load duration factor=1.6, 3Truss designed for wind loads 11 in the plane of the truss only. C' r- /- o 11011 ° ,-I Am , N 01111. 1 2� 5 1 M-3x6 y . y 2-00 2-00 .1' ,90 PROP �\C.30NGtN� 9 V s/O29 ct" 92 OP r t OB NAME : 20829 GLOBAL LOT 2 WALNUT - CSJL1 . .�� Scale: 0.6895 WARNINGS: GENERAL NOTES, unless otherwise noted: fl 1.awie«and erection contractor should be advised Oran General Notes 1.This design la based ori upon the parameters shown and la for an nauwo l p OREGON tt� T u s s: CSJL1 and Warnings before oonuroation commences. building component.Applicability or design parameter.and proper �}_ 2.2a1 compression web bracing must be installed where shown�. Incorporation of component Is the responsibility of the bulking designer. L' �'q i� 2����� 3.Additional temporary bracing b Insure stability during construction 2.Design assumes the top and bottom cholla to be laterally braced at 2'0.4 and at tp 0.4 respectively unless braced throughout their length by A is the resposelaity of the erector.Additional permanent bracing of 4� �y l continuous ahaatkng such as plywood aheathNg(TC)and/or drywell(BC). a.� V IA TE: 4/16/2016 the overall aeuckve k the reaPoneibility of the bulking designer. 3.2z Impact bridging or lateral bracing required where shown-g. r,} �,,,, EQ.: K4 519 4 4 9 4.No load snail a applied to any component until after all bracing all 4.Installation of truss Is he responsibility of the respective contractor. ••�, fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are b N used k a nonrurraelve environment RANS I D: L INK Mallin leads h applies to any component. A Design d areassumees blry condition.' boating at all supports shown.Shim or if 5.CompuTrus w no control over and assumes no responsibility for the , easery. EXPIRES: 12-31 2019 fabrication,Mn dung,shipment and ie limitations of components. 7.Design assumes c aeduale drainage is provided. 8.Thle design b furnished subject to the Magadons set forth by 8.Plates shay be located on both leoeo of buss,and placed co Nair center April 19,2018 TPIAWfCA M SCSI,copies of which wit be furnished upon request lines coincide with joint center lines. MITek USA Inc./Com uTrus Software 7.6.8 iL E 0 For basic Inconte size of gate m manes. p }' to.For connector flab design values see ESR-1311,ESR-1988(MiTek) 1 This design prepared from computer input by •I Pacific Lumber and Truss-BC HUMBER SPECIFICATIONS TRUSS SPAN 33'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2-( 0) 101 2-12=(-295) 1852 2- 3-1-2322) 693 9-10-1-2320) 896 a 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=( -313) 328 12-13= 224) 1687 3-12=1 -90) 118 BS: 2x4 DF STAND 1- 3- 4=(-2060) 624 13-14=(-345) 1659 12- 4=( 0) 316 LOADING 4- 5-1-1552) 601 14-15=(-561) 2002 4-13-( -554) 210 LATERAL SUPPORT G= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6-(-1535) 634 15-10=(-659) 1746 13- 5-( -433) 1054 LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-2251) 942 13- 6=1 -616) 463 TOTAL LOAD = 42.0 PSF 7- 8=1-1892) 844 6-14=1 -384) 618 8- 9-(-2153) 801 14- 7-( -399) 369 TE: 2x4 BRACING AT 24"00 UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( -216) 395 7-15=( -648) 256 L FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 101 8-15=1 -159) 555 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 15- 9=) -67) 282 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. Or 24.0" 24.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -265/ 1614V -191/ 1910 5.50" 2.58 DF ( 625) 33'- 0.0" -262/ 1614V 0/ OH 5.50" 2.58 OF ( 625)'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.101" @ 20'- 4.7" Allowed = 1.604" MAX TL CREEP DEFL = -0.239" @ 20'- 4.7" Allowed = 2.139" MAX Li, DEFL = 0.040" @ 35'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL - -0.046" @ 35'- 0.0" Allowed = 0.267" MAX HORIZ. LL DEFT, = 0.043" @ 32'- 6.5" 0-04-08 MAX HORIZ. TL DEFL = 0.071" @ 32'- 6.5" 16-00 8-07-13 0-09 08 7-11-11 fDesign conforms to main windforce-resisting ff system and components and cladding criteria. 5-01-12 5-05-01 5-05-03 4-03-14 4-03-14 4-03-03 3-08-08 T f f f f ff f T Wind: 140 mph, h=23.3ft, TC10L=4.2,BCDL=6.0, ASCE 7-10, 12 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 M-4x6 'C:16.00 X16.00 load duration factor-1.6, Truss designed for wind loads 4.0" in the plane of the truss only. 5 ,f+( M-5x6(5) g! 0.25" M-3x4 6 4 o 1,1' -4x6 M-5x6 %M-9x91\ M-9x9 `�'� 3 :M-4x4 M-1.5x3 ,M-1.5x3 r �i - 1 b _1_ .. :f°,'0 2 12 13 ' 14 15 -10 1 mol M-4x6 M-3x4 0.25" M-3x4 M-3x6 ��0 PnOFr M-5x8(5) M-3x8 P y y y y y y �ti � «�� �fis�a2 y y 8-02-10 7-09-06 8-04-05 1-00-15 7-06-12 V 2-00 33-00 2-00 �� i7200PE 97 LOB NAME : 20829 GLOBAL LOT 2 WALNUT - D3 ' I Scale: 0.1669 _ WARNINGS: GENERAL NOTES, dikesothetwiae noted: O /fie r u s s D3 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is furan Individual OREGON 0/ end wamkge before construction commences. building component.Applicability or design parameters and proper 1 2.Id compression web bradng must be installed where show.. incorporation al component is the responsibility or the building designer. *- 2.0 4A TE: 3.Additional terporery bracing to Insure Madill),during consbucabn 2.Design assumes the top and bottom chords to be laterally braced at ‹O '41)' 14 y is the reapo. b1111y of the erector.Additional permanent bracing of 2'o.a and at 10'o.c.respectively awdy unteas braced throughout their tength by ^N TE: 9/18/2 018 the overall Mistime is Me reaponsidlity of the bolding designer. continuous sheathingr such as plywood eheathIn en.n and/or drywell(BC). a.� V 3.2almpaG bridging orisWatbracing reef 0,e where shown.+ RR't-� V EQ.: K 4 514 4 5 0 4.No wad a an w applied a any component until aver NI bracing and 4.Installation of kids la a responsibility nth.respective contractor. fasteners am complete and at no time should any leads greater than 5.Design assumes trusses are to be used in a noncorrosive environment RANS I D: LINK design loads be applied to any component. and are ro&'dry conaaaa o use. 5.ConnpuTms r no control over and assumes no responsibility for the 6.Design assumes full healing at all supports shown.Shim or wedge if .I(��y pIXPI RES: 12-31-2019 fabrication,Smiling,shipment arra installation of components. 7.Des assumes adequate drainage is provided. April I.7,G0 1 V 8.This design is banished subject to the bMtelons set forth by 8.Plates shat be located an both faces of buss,and placed so their center TPihVTCA is SCSI.copies of which will be furnished won request lines coincide with joint center lines. Wok USA,Inc.ICom uTn1s Software 1L 7.8.8 B.Digits Indicate am of plate In Inches. • Inc./Compares ( )-E 10.For basic connector plate design vanes see ESR-1311.ESR-1988(MiTek) This design prepared from computer input. by Pacific Lumber and Truss-BC MAER SPECIFICATIONS TRUSS SPAN 33'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 2x4 DF b1&BTR LOAD DURATION INCREASE = 1.15 SPACED 240" OC1- 2=( 0) 101 2-12=(-293) 1852 2- 3=(-2322) 693 9-10=(-2320) 896 2x4 DF #1&BTR . . . 2- 3-( -313) 326 12-13-(-224) 1687 3-12=) -90) 118 BS: 2x4 DF STAND 3- 4=(-2060) 624 13-14=(-345) 1659 12- 4=( 0) 316 LOADING 4- 5=(-1552) 601 19-15=(-561) 2002 4-13=( -554) 210 LATERAL SUPPORT <= 12.0C. SON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1535) 634 15-10-(-659) 1746 13- 5=( -433) 1054 LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2251) 942 13- 6=( -616) 463 TOTAL LOAD = 92.0 PSF 7- 8=(-1892) 844 6-14=( -384) 618 8- 9=(-2153) 801 14- 7=( -399) 369 TE: 2x9 BRACING AT 29"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( -216) 395 7-15=( -648) 256 L FLAT TOP CHORD AREAS NOT SHEATHED 10-11-) 0) 101 8-15-) -159) 555 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 15- 9=( -67) 282 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. OVERHANGS: 24.0" 24.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) j 0'- 0.0. -265/ 1614V -191/ 191H 5.50" 2.58 DF ( 625) 33'- 0.0" -262/ 1614V 0/ OH 5.50" 2.58 DF ( 625) COND. 2: Design checked for nett-5 psf) uplift at 24 spacing. 7 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'- 0.0" Allowed - 0.267" MAX LL DEFL = -0.101" @ 20'- 4.7" Allowed = 1.604" MAX TL CREEP DEFL = -0.239" @ 20'- 4.7" 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" MAX HORIZ. LL DEFL = 0.043" @ 32'- 6.5" 0-09-07 MAX HORIZ. TL DEFL = 0.071" @ 32'- 6.5" 16-00 17-00 ffDesign conforms to main windforce-resisting 5-01-12 5-05-01 5-05-03 4-03-14 4-03-14 3-10-04 3-08-08 system and components and cladding criteria. 1. f f f f f f f f Wind: 140 mph, h-23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 M-4x6 '\16.00 Q 6.00 load duration factor=1.6, Truss designed for wind loads 4.0" in the plane of the truss only. 5 ..f M-Sx6(S) 0.25" M-3x4 6 9 w M-9x6 ft M-5x6 M-4x9 I - M-1.5x3 M-9x4 M-1.5x3• 0 1 o O' "r \ c co 0 212 115 T o 10 - M-4x6 M-3x4 0.25" M-3x4M-3x6 l M-5x8(S) M-3x8 tip PROpF c. )' � � \ � � �/g �V28-02-10 7-09-06 8-04-05 1-00-15 7-06-12l )' y y � v2-00 33-00 2-00 40B NAME : 20829 GLOBAL LOT 2 WALNUT - D4 Scale: 0.1669 _or. WARNINGS: GENERAL NOTES, unlessathmwise noted: v Cr Truss: D 4 1.Builder and frecton contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and i for an individual 'f7G ,�OREGON �4/ and Waminys before construction commences. building component.Applicability of design parameters and proper s"- 2.204 compression web bracing must be Installed where shown v. incorporation of component h the reaponeIbi dy of the building designer. 2°�` Q-�- 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tcp and bottom chords to be laterally braced at /0� is permanent bracing of 2'o.c.and,110'fin respectively a,plywood y a braced throughout Ihek length by /V 1 Q•s TE: 4/18/2 018 h respos,r�eity or the areoior.Additlof continuous sheathing auto asmeg re sheathing(TC)and/or arywelNBC). 41141:111A- EXPIRES: the overall tdd bee is the responsibility of the building designer. 3.2n Impact bridging or lateral bracing required where shown•+ 's'J [� EQ. • K4514451 4.No load varabsarp0edaany aomponemanwafter anbieangand a.loaalwanawe:tsMreeponsbNtyorth..espeaveaantraaor. /7 {► feotonen an a erplots and a1 no time should arty bads greater Man 5.Design asaum os busses are to be used In a non-corrosive environment RANS ID: LINK designloebwappliedbanycomponent. sed arer«ayconationmsae. 5.ComPUTms b„lip comma over end assumed no resporolbtlly for ane 6.Design assumes rue buang at all a is pro shown.Shim or wedge If EXPIRES: 12-31-2019 fabrication.l,.WN,g.sbipment and installation of components. 7.pe,p a"ooamoa adequate drainage is provided. April 1 9,201 8 6.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of buss,and placed so their center TPIAVrCA In SCSI,copies of which wit be furnished upon request. linea coincide with joint canter linea. MiTek USA Inc./CompuTNB Software 7.8.8(7 L)-Z 9.Digits indicate size of plate In Inches. 10.For bask connector pate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LIMBER SPECIFICATIONS TRUSS SPAN 33'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 T : 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2-( 0) 101 2-12=(-295) 1852 2- 3-(-2322) 693 9-10= 2320) 896 B� (- : 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=( -313) 328 12-13-(-224) 1687 3-12-( -90) 118 W'dYd1BS: 2x4 DF STAND 3- 4=(-2060) 624 13-14-(-345) 1659 12- 4=) 0) 316 LOADING 4- 5-1-1552) 601 14-15-I-SOS) 2002 4-13-) -554) 210 T LATERAL SUPPORT 0= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6-1-1535) 634 15-10-(-659) 1746 13- 5-) -433) 1054 B LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE 6- 7=(-2251) 942 13- 6=( -616) 463 TOTAL LOAD = 42.0 PIF 7- 8=1-1892) 844 6-14=( -384) 618 8- 9=(-2153) 801 14- 7=( -399) 369 N TE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( -216) 395 7-15=( -648) 256 A L FLAT TOP CHORD AREAS NOT SHEATHED 10-11-) 0) 101 8-15=1 -159) 555 _ ___= BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 15- 9=( -67) 282 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. O ERHANGS: 29.0" 29.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PIF. BEARING MAX VERT MAX 8001 BOG REQUIRED BOG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -265/ 1614V -191/ 1911) 5.50° 2.58 DF ( 625) 33'- 0.0" -262/ 1614V 0/ OH 5.50" 2.58 DF ( 625) 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" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed - 0.267" MAX LL DEFL = -0.101" 8 20'- 4.7" Allowed = 1.604" MAX TL CREEP DEFL = -0.239" @ 20'- 4.7" 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" MAX HORIZ. LL DEFL = 0.043" @ 32'- 6.5" 0-09-07 MAX HORIZ. TL DEFL = 0.071" @ 32'- 6.5" 16-00 17-00 Design conforms to main windforce-resisting 5-01-12 5-05-01 5-05-03 9-03-14 4-03-19 3-10-09 3-08-08 system and components and cladding criteria. T 1' T I '' 1' T T T Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 = M-9x6 -'''16.00 Q 6.00 load duration factor-1.6, Truss designed for wind loads 4.0" in the plane of the truss only. M-Sx6(S) ° M-3x9 0.25" 6 /- 4 M-9x6 `c. M-5x6 i_ M-9x9 O `� >°� M-1.5x3 3 M-9x9 9 0 M-1.5x3 I co 0 I m e . o a0 `-' efi W - O 0 1 2 12 13 19 IS 10 1%1 0 M-4x6 M-3x4 0.25" M-3x4 M-3x6 M-5x8(S) M-3x8 O PnOFFS ��b y y y b ,i‘ �G`N� n/08-02-10 7-09-06 8-04-05 1-00-15 7-06-12 9 y y y y ' 92-00 33-00 2-00 r. 89200PE LOB NAME : 20829 GLOBAL LOT 2 WALNUT - D5 07GV IG Scale: 0.1664 WARNINGS: GENERAL NOTES, uNess otherese noted: Co) CC 1.Builder and suction contractor should be advised or all General Notes 1.This design is based only upon the parameters shown and is for an individual 'truss: D5 pG , OREGON 11/ and Warnings before wnsW Wm commences. incorporation component.Anent Is Applicability of responsibility penmatn and proper I 2.204 compression web bracing must be installed when shown a, ncarparation of component is Ie responsibility of the building designer. 2�� 3.Additional temporary bracing to Insure stability during conahiclbn 2.Design assumes the tap and bottom ohwds to be laterally braced at 0 ' V 2'a.c.end at.o b reapaeWHy uNess bncotl throughout heir length by (. fes/ 1 Y f ' is the responsibility of the erector.Additional parnenenl bracing of continuous sheaving such as plywood sheathing(TC)and/or drywall(BC). q NV TE: 4/18/2018 the overall Nombre is the responsibility of the bulNng designer. 3.2x Impact badging or lateral bracing required where shown o-, 'E" R L^y'1 EQ. K 4 rJ 14 4 rJ 2 4.No load etr be applied to any component oma attar all bracing dna 4.Installation of hiss is the responsibility or the respective contractor. i't L• fasteners ens complete and at no tans anotia any beds greater Nan 5.Design assumes hisses are to be used n a noncorrosive environment, design beat M applied Wen and an for'dry condition'of use. IA BANS I D: LINK s. T w h.a no want aenY component ea e n 6.Design assumes((A bering at NI supports shown.Shim or wedge it EXPIRES: 12-31-2019 Canpuspmsibitity for gra neceseary.0 fabrication.bartdOng.shipment and installation of components. 7.Design assumes adequate drainage is provided. April 19,2018 6.This design Y banished subiest to the limitations set forth by 8.Mates shag be boated on both ties of buss,end placed so their mems. TPIAVICA is SCSI,copies of wNdt will be furnished upon request lines coincide with blot cent.Ines. MITek USA.Inc./Com uTrus Software 7.6.8(114.Z 0 Fb isic con size of plate In ignita l Pa For bask mete n/zo dale design values see ESR-1311,ESR-1968(MiTek) 1 " This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 33'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1C: 2,44 DF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 100 2-12=(-228) 2350 2- 3=(-2782) 444 17- 8=) -130) 32 SC: 2x4 DF #1&3TR; SPACED 24.0" O.C. 2- 3-( -950) 238 12-13-1-2321 2348 12- 3=( 0) 276 8-18=(-2348) 402 I 2x6 DF SS 83 3- 4=(-2352) 428 13-14= 178) 2268 3-13=1 -394) 184 18- 9=1 -380) 2418 NEM: 2x4 OF STAND (- LOADING 4- 5=(-2016) 434 19-15-1-368) 3306 13- 4=( -34) 630 LL( 25.0)+DL( 7.0) ON TOP CHORD- 32.0 PSF 5- 6=(-2630) 438 15-16=(-580) 4498 13- 5=( -406) 104 C LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3794) 592 16-17=(-586) 4874 5-19=1 -130) 1072 C LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-5228) 804 17-18=(-588) 4882 14- 6=(-1398) 2R4 8- 9=1-4204) 566 18-10=1-464) 4209 6-15=) -1.68) 1280 LL = 25 PSF Ground Snow (Pg) 9-10=(-4954) 654 15- 7=(-1626) 294 TE: 2x4 BRACING AT 24"OC UON. FOR ADDL: TC UNIF LL+DL= 96.0 PLF 27'- 0.0" TO 29'- 0.0" V 10-11=( 0) 100 7-16-1 -240) 1582 LL-FLAT=TOPCHORD-AREAS-NOT=SHEATHED ADDL: BC UNIF LL+DL= 30.0 PLF 27'- 0.0" TO 33'- 0.0" V 16- 8=1 -384) 134 ADDL: TC CONC LL+DL= 128.0 LBS @ 29'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA ERHANGS: 24.0" 24.0" ADDL: BC CONC LL+DL= 1170.0 LBS @ 26'- 9.8" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -302/ 1876V -160/ 1600 5.50" 3.00 OF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 33'- 0.0" -495/ 3040V 0/ OH 5.50" 4.86 IF ( 625) ( 2 ) complete trusses required.11 I! LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. Attach 2 ply with 3"x.131 DIA GUN THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. nails staggered: 9" no in 1 row(s) throughout 2x4 top chords, ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 1 row(s) throughout 2x9 bottom chords, VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.010" @ -2'- 0.0" Allowed = 0.200" 9" oc in 1 row(s) throughout 204 webs. MAX TL CREEP DEFL = -0.011" @ -2'- 0.0" Allowed - 0.267" MAX LL DEFL = -0.057" @ 18'- 6.0" Allowed = 1.604" MAX TL CREEP DEFL = -0.225" @ 18'- 6.0" Allowed = 2.139" 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 DEFI. = 0.020" @ 32'- 6.5" MAX HORIZ. TL DEFL = 0.052" @ 32'- 6.5" 0-07-15 13-05-11 'f-'r Design conforms to main windforce-resisting 5-00-10 10-01-09 0-04-073-11-11 system and components and cladding criteria. TT T 6-07-04 6-10-07 5-00-10 5-00-10 3-00-14 1-08-09 3-11-11 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-30, T f f f f f "r1128# T (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), 12 12 12 load duration factor=1.6, 6.00 M-4x6 M-6x6 Q 6.05 "C:16.00 Truss designed for wind loads rin the plane of the truss only. M-3x9 M-9x8 3 +, M-3x6 M-7x8 7 M-1.5x3 M-Sx�2 m _ -- mM-9x6 m m o _ 0 1 2 12 13 19 15 16 B 1718 „10 4o M-3x6 M-1.5x3 0.25" M-3x4 0.25" 1 0 M-3x6 M-5x8(S) M-7x6(S) M-1.5x3 �� ��0r A M-3x6 I V J,-. y y y l 11170#y b l y C?<NGINE"-si 6-07-09 6-05-08 6-00-04 9-09-07 3-00-191-068}09-063-08-OS QA- i k p IP 2-00 33-00 2-00 �� X92 0(" C„ OB NAME : 20829 GLOBAL LOT 2 WALNUT - DH1 / Scale: 0.1789 i+� -. WARNINGS: GENERAL NOTES, unless otherwise noted: i' : ) Truss: DH 1 1.Builder and erection contractor should be advisee tall tenant Notes 1.ThN design is based only upon the parametersshown anti tern en in0ivrual -f!G 4"OREGON �Q and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 conprneion web bredrp must be inalalled where shown e. Incorporation of component is the responsibility o(tlm ba ltlin9 designer. 3.Additional temporary bracing to haute stability during construction 2.Design assumes the top and bottom chords to be laterally braced et <6 q}! 1 `s 2O. �4 Is the reapoad A of the erector.Additional permanent bracing of 2'o.c.and at 10'o.0.respectively unless braces throughout their length by (� TE: 4/18/2018 Be wooed Yra:bee is the responsibility of the building deaipnn. continuous sheathing such as plywood sheathing(TC)and/or tlrywall(BC). 43.) Impact bd11,0 or the bracing repaired where shown r+ ►J rj�'�1 E K4514453 4.No core be applied any wmpon.N until Beter an bracing 4.Inste tetlonA Was is MresponelbNtyof the respective wnaacte. (� {/ fasteners are complete and at no time should any beds greater than 5.Design assumes trusses are to be used in a non-corrosive environment, t' RANS ID: LINK design knew applied teany component and arerndytendtionrase. s.compaTnN hes no control over and assumes no responsibility for the 6.Design assumes full bearing r all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication.handling,shipment and InsWtelbn of components. 7. necessary. ew assumes adequate drainage is provided. 6.This design Is SamIahed subject to the limitations set Kath by 8.Mates shallbe located an both faces of buss,and placed so their canter April 19,2018 TPIMTCA te SCSI,copies of which will be furnished upon request. Ones coincide with jdnt center Mee. MRek USA,IncJCompuTrus Software 7.8.8(7 L)-E 9.Digits indicate dee of plate in hams. 10.For basic connector pate design values see ESR-1311,ESR-1988(MITek) I• - • II This design prepared from computer input by Pacific Lumber and Truss-BC L BER SPECIFICATIONS TRUSS SPAN 33'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 T : 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 101 2-15=(-360) 1914 2- 3=(-2313) 702 B : 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=( -411) 278 15-16-(-361) 1911 15- 3-( 0) 280 W BS: 2x4 DF STAND 3- 4=(-1808) 684 16-17=(-292) 1587 3-16=( -432) 150 LOADING 4- 5=( 0) 0 17-18=(-462) 1953 16- 4=( -145) 485 T LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6-(-1526) 651 18-19-(-716) 2251 16- 6=( -198) 179 B LATERAL SUPPORT 0= 12"OC. JON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8-(-1560) 676 19-20=(-646) 1933 6-17=( -121) 87 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 20-13=(-644) 1934 8-17=( -198) 538 = 8- 9=(-1815) 728 17- 9=( -530) 263 N TE: 2x4 BRACING AT 24"OC UON. FOR LL - 25 PSF Ground Snow (Pg) 9-11=(-2250) 816 9-18=( -51) 286 A L FLAT TOP CHORD AREAS NOT SHEATHED 10-12=) 0) 0 18-11-) -318) 273 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-2251) 898 19-11=(-1013) 292 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 12-13-) -203) 384 19-12=( -260) 1126 0 ERHANGS: 24.0" 24.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14=) 0) 101 12-20=( 0) 56 12-13=(-2463) 895 i BEARING MAX VERT MAX HOBO 860 REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -345/ 16140 -163/ 177H 5.50" 2.58 DF ( 625) 33'- 0.0" -469/ 1614V 0/ OH 5.50" 2.58 DF ( 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 = 0.267" MAX LL DEFL = -0.104" @ 16'- 0.0" Allowed - 1.604" MAX TL CREEP DEFL - -0.247" @ 16'- 0.0" Allowed - 2.139" MAX LL DEFL = -0.036" @ 35'- 0.0" Allowed = 0.200" 0� 5 MAX TL CREEP DEFL = -0.046" @ 35'- 0.0" Allowed = 0.267" 15-05-11 3-00-05 14-06 MAX HORIZ. LL DEFL = 0.046" @ 32'- 6.5" T f 1' T MAX HORIZ. TL DEFL = 0.078" @ 32'- 6.5" 6-07-04 2-03-03 3-05-06 1-00-14 6-07-04 T 1-03-03 1' T 4-09-07 T 1104-01 3-06-12 Design conforms to main windforce-resisting 'I I. f - T 4' T 4' T T system and components and cladding criteria. 13-06 f T Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 11-3x8 12 12 load duration factor=1.6, 6.00 M-4x6 M-4x6 Q 6.00 Q 6.00 Truss designed for wind loads 6 in the plane of the truss only. M-3x9 M-3x12 3 M-7x10 I h,M-5x12 M-1,5x3 0 ��i2 r ~ 0 I co 0 ilia i AP 0o 0 1 2 15 16 4( 17 I8 19 20 111 4 - 0 M-4x6 M-1.5x3 0.25M-5x8(S)„ M-3x8 M-3x4 =M-4x4 M-4x6 M-1.5x3 (RtO PRO P , J' J I b b J' l l GG� \AGINE V / 6-07-04 6-05-08 5-10-08 4-11-03 4-09-07 0-09-06-06-12 rN G. 41 Upy y 1, y 92-00 33-00 2-00 89200PE r JOB NAME : 20829 GLOBAL LOT 2 WALNUT - DH2 � . Scale: 0.1664 WARNINGS: GENERAL NOTES, upass otherwise noted: 1.Bulkier and erection contractor should be advised of all General Notes 1.This design b based spy upon the parameters shown and is for an individual "37, O OREGON Z4 Truss: DH 2 and Warnkrs before construction commences. bu.dng componem.Applicability of design parameters and proper , 4 �/ 2.2x4 compeR{on web bracing must be installed where shown 4. Incorporation M component b the reapmelNtily of the building designer. '� 2a� {�\ 3.Additional tomporary bracing to insure stability during construction 2.Mahn assumes the lap and boy con chord.to be leleralo braced al 1! 41r k the responsibility of the erecta.Additional permanent bracing of 2'o.c.and at 10'on respectively unless braced throughout their length by R� DATE: 4/18/2018 the oven.shadure is the reepoesibik of H.building designer. 2xcontinuousImtsheathingdginr such as plywood airedsheatw em s owner drywpi(ac). y.� e ty 9 4.In Impact bridging or lateral bracing required Where shown contractor. R L"3 �� .a EQ. K 4 514 4 5 9 1.No bad shield Ie late en M any time sh ul until pier g bracing ane 5.Designaoe of was o es ren to be use in a respective nviron •1 1'� lastenare se complete and al no time should any loads greater than 5.Design assumes trusses are to be used M a man-corrosive environment, TRANS I D: LINK design load.Os applied to any component and are for'illy condition.of use. 9 S.CumpuTms has no control over and assumes no responsibility for the assume.full bearing at all supports shown.Shim or wedge d EXPIRES: 12-31-2019 namswo. fabrication,handling,shipment and InoWlalbn of components. an '.Design hallbe„deduate enboft ace'.pruss.a April 19,2018 8.This design Y furnished.object MIM limitations est forth W 8.Plates shell be holed on both leas of truss.end plied so their center l TPIM?CA he SCSI,copies of which will be furnished upon request. lies coincide win joint center Yves. 9MiTek USA.Inc./Com uTrus Software 7.6.8(11)-E o p0,10Digits indicate she o1plateo Bob... P1.For bask cafe s e of plat resign values sae ESR-1311,ESR-1988(MiTek) 1 1 . This design prepared from computer input. by Pacific Lumber and Truss-BC U MBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 - T : 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-(-21) 46 1-4=(0) 0 1-2-(-35) 16 B : 2x9 DF #16BTR SPACED 24.0" O.C. 2-3-(-24) 18 W BS: 2x9 DF STAND LOADING T LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA B LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD - 42.0 PIF 0'- 0.0" 0/ 123V -7/ 29H 5.50" 0.20 DF ( 625) L TINS: 2-00-00 2-00-00 1'- 10.9" -93/ 55V 0/ OH 1.50" 0.09 DF ( 625) LL- 25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 38V 0/ OH 5.50" 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. 1RROVIDEyULL BEARING;Jts:1,2,4 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP COND. 2: Design checked for net(-5_psf) uplift at 24 "oc spacing 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 6.00 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TC PANEL LL DEFL - 0.002" @ 1'- 0.8" Allowed = 0.127" MAX TC PANEL TL DEFL = -0.002" @ 0'- 11.9" Allowed - 0.191" MAX BC PANEL TL DEFL = -0.007" @ 2'- 1.4" Allowed = 0.199" MAX HORIZ. LL DEFL = -0.001" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main indforce-resisting system and components and cladding criteria. M-3x93 Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, -/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 1 r- 0 o All oIII 1 r' r'/' -1 M-3x6 y y 4-00 ��,�Eo PROp 0AGtNE�R /0 N.1OB NAME : 20829 GLOBAL LOT 2 WALNUT - DJ1 �e j� • - Scale: 0.7655 WARNINGS: GENERAL NOTES, unless othewise noted: '#'v"S rz- truss: DJ 1 1.Builder ala Moon contractor should be advised Mall General Notes 1.Thle design Is based only upon the parameters shown and is for an Individual -7, 4 OREGON Etta and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 altempcompromise.web bracing must be installed where on,own+. incorp oration of component is the responsibility c of the building designer. 2A� �� 3.Additional temporary bracing to Insure srNNy during construction 2.Design nd at 10.ill by all bottom cholla to d t laterally braced el V Ls the reaparrlhWy of the erector.Additional permanent bracing of 2'o.e.ow a110'o.e.respectively unless braced throughout their length by 14s D TE: 4/18/2018 tree 00 eI abNal«e is the responsibility or the w' designer. c«mwwe sheathing such as plywood weed sheathing(TC)and/or arywelt(Bc). 11/$. b buildingS.2s Impact bodging H the a bracing required where shown.. `� �� S Q. : K4514455 4.No load rearbe applied to any component until after all bracing and 4.Insulation of Suss Is the responsibility of the respective contractor. !'1 fasteners ere eengtlete and at no time should any bads greater than 5.Design assumes tosses are to be used Inc noncorrosive environment, TANS ID: LINK design louts be applied to any cempaeenl. and are for•dry condition•of use. 5.CompaTrvs Me re control over and assumes no responsibility for the 8.Design assumes full booing at all supports shown.Shim«wedge p /� q pEXPI RES: 12-31-2019 fabrication.hooding,shipment and IeeteNelbn of component:. 7.Dewyi assumes adequate drainage is provided. April .7,2o I V 8.This design le furnished subject to the limitations sat forth by 8.Plates shell be located on both faces of buss,end placed so Meir center TPIIWTCA In SCSI,copies of which will be furnished upon request. Nees coincide with pint anter lines. Wok USA,Inc./Com u7rua Software 7.8.8 1L 9.Digits indicate size of plate 1n inches. P )'E 19.For bask connector plata design values see ESR-1311,ESR-1988(MITek) Iimill This design prepared from computer input by Pacific Lumber and Truss-BC MBER SPECIFICATIONSj TRUSS SPAN 4'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 2x9 OF #1&BTR LOAD DURATION INCREASE - 1.15 1-2-)-17) 37 '_-4=(0) 0 1-2=(-'/6) 25 2x9 DF #1&BTR BS: 2x4 DF STAND SPACED 29.0" O.C. 2-3=(-55) 96 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 POP BEARING MAX VERT MAX HOSE BRG REQUIRED BRG AREA BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 92.0 PSF 0'- 0.0" -24/ 184V -15/ 59H 5.50" 0.29 DF ( 625) I TINS: 2-00-00 2-00-00 0/ 38V 0/ OH 5.50" 0.06 OF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -62/ 113V 0/ OH 1.50" 0.18 DF I 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. '- -' - ---- - LROVIDE FULL BEARING;Jt 1,4,3 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = 0.031" @ 1'- 8.4" Allowed = 0.154" 3-11-11 MAX TL CREEP DEFL = -0.030" @ 1'- 8.9" Allowed = 0.206" T MAX HORIZ. LL DEFL = -0.015" @ 3'- 10.9" 12 6.00 MAX HORIZ. TL DEFL = -0.013" @ 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, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 -/ load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. M-3x4 r N goo 110 o f co Mi O ,w IIIo M-3x6 1 )' y 4-00 ��9ED PROp- tiNGINEF9 s/°2 JOB NAME : 20829 GLOBAL LOT 2 WALNUT - DJ2 441111P•/�� yr Scale: 0.6000 WARNINGS: GENERAL NOTES, °MIMSotherwlse noted: Il TL'u s s' DJ2 1.Builder and intim contractor should be advised of all General Noss 1.This design k based only upon Bre parameters shown and is for an individual �I OREGON I and Waniga before construction commences. building component.Ap,trabibty of design parameters and proper 1!4, f7CL-1 '�{ t" 2.204 companion Web bracing mull be installed where shown t. incorporation of component Is the responsibility of the building designer. ' -e 2�X M � 3.Additional araprary bracing to Insure stability during construction 2.Design assumes the top and loosen chords to be laterally braced et y 7 4 f s the reaparrlily of toe erector.Additional permanent bracing of 2'o.c.ana at 10'o.c.raspactivaly uMese braced Nroughout Inelr length by DATE: 4/18/2018 the overall saatlura is the responsibility et the building designer. continuous ridging r such as plywood required sheathing(TC)andbr drywau Bc. �t� R 3.2s Impact bridging or labral bracing required where shown•* ( ) ,Y{ 10- SQ.: K 4 5 1 4 4 5 6 4.No load snow be applied to any component until atter all bracing and 4.Installation of tress a the responsibility of the respective contractor. R fasteners are complete and al no time should any beds greater than 5.Design assumes Inoses 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. 8.Design assumes full bearing at all supporta shown.Shim or wedge if EXPI RES: 12-31-2019 5.CompuTrw nil,no contra over and assumes no responsibility for the fabrication,hiking.shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.The design*Wished subject to the limitations set forth by 8.Plass shallbe located on both faces of buss,and placed so then center April 19,2018 TPIIWTCA b SCSI,copies of which will be furnished upon request. tines coincide with joint center tines. MiTek USA,YcJCompuTrua Software 7.8.8(1L)-E 9.Diggs indicate the of plate in Inches. 10.For back connector date design values see ESR-1311,ESR-1988(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 TS 2X9 DF 916BTR TOP CHORD LL + DL = 32.0 PSF 256 DF #16BTR 12 9,24 M-3x6(5) M-5x8 M-3x6 r: M-3x6 10 M-3x6101 PROVIDE SUPPORT 2 48.o.c. M 3x8 b 19-09-13 o �ial o - y y y .‹ie PROp�ss 3-01-0e 5-07-08 C� �NGINEF,4 /O 2 �� '92 OP �v JOB NAME : 20829 GLOBAL LOT 2 WALNUT - DR 1-01111P . Scale: 0.3997 . WARNINGS: GENERAL NOTES, unless otherwise noted: fl Cr 1.Builder end motion contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual y� ,�OREGON DI 1(/ Truss: DR and Waring.before construction commences. building component.Applicability of design paramelere and proper Y 2.2x4 compression web bracing must be installed where shown a, e.- Incorporation of component u the responsibility of the building designer. 3.Adtlitlonel temporary bracing b insure stability during construction 2.Design assumes the lop elltl bottom chorda to be laterally braced et i6 '9Y .14 s 2Q Is the responsibility of the erector.Additional permanent of 2'on.end at 10'o.a respectively unless braced throughout Meir length by G continuous sheathing such as plywood sheath TC end/or D TE: 4/19/2018 the meson sbadwe is the responsibility of the building designer. 3.2a Impact bridging or labral bracing rewired whhere shown♦Aywell(BCI. �`+ R' ^" Q. K4 S 14 4 rJ 7 4.No load should be applied b any component until eller all bracing and 4.Installation of toss is the responsibility of the respective conked°, batenere are complete and al no time should any bads greater Man 5.Design assumes busses are b be used Ina noncorrosive environment ANS ID: LINK design belie be applied b any component. adareb'dry condition.of use. 5.Compornb W no control over and assumes no responsibility for the 6.Design assumes lug bearing et all supports shown.Shim on wedge if EXP i RES: 12-31-2019 fabricetlan,Melding shipment and Installation of components. necessary. 8.This design b IMnlshed subject to the limitations set forth by 8.Designassumesbe looted on oh foreioprovided. April 19,2018 8.Plates shall be Ionated on both laces of trues,and placed co their center TPI/WTCA b SCSI,copies of mach win be furnished upon request. linea coincide with joint center linea. Wok USA,Inc/ComTms Software 8.2.3 1 L Z 9.Digits Indicate Co.of plate M inches. tw ( )' 10.For back connector plate design values see ESR-1311,ESR-1988(MiTek) • This design prepared from computer input by Pacific Lumber and Truss-BC LBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 Tt 2x9 OF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-5-(0) 0 2-3=(-627) 338 B 2x4 DF #1&BTRSPACED 24.0" O.C. 2-3=(-281) 508 •WS: 2x4 DF STAND 3-4=( -89) 98 LOADING TCI LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC!LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TOTAL LOAD= 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LF#IINS: 2-00-00 2-00-00 0'- 0.0" -153/ 560V -9/ 75H 5.50" 0.90 OF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 9.2" 0/ 18V 0/ OH 5.50" 0.03 DF ( 625) OVERHANGS: 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 10PSF LIVE LOAD. TOP "- --- -_-- 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 = 0.090" @ -2'- 0.0" Allowed = 0.200" 1-11-11 MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" T ' MAX TC PANEL LL DEFL = 0.009" @ 1'- 0.8" Allowed - 0.127" MAX TC PANEL TL DEFL = 0.005" 0 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 indforce-resisting system and componentsand cladding criteria. M-3x9 Wind: 140 mph, h=19.8ft, TCDT:4.2,BCDL=6.0, ASCE 7-10, 3 4 - (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. illird v riI r ,- o co 51111111 ,-, o dii o 2 5 1 M-3x6 1 .i y 2-00 2-00 Stp <<�Ep PROP �c 0 ��GINEFq /0 `�' ..89200PE 9r'' JOB NAME : 20829 GLOBAL LOT 2 WALNUT - DSJ1 Scale: 0.6895 4111"�� ' WARNINGS: GENERAL NOTES, unless otherwise noted: >♦ Cr 1.Builder and welkin contractor should be advised of as General Notes 1.This design is based only upon the parameters shown and is for an Indlvlduai 91 OREGON 4/ 'p u s s: DS J 1 and Warnings wore construction commences. building wmpanent !I OREGON I �(/ Applicability ofaeelgn parameters and proper 2.2a4 wmpremien web bracing must be iastelNd where shown T. incorporation o/component is IM responsibility of the building designer. /44) � �� � � 3.Additional te4mary bracing to insure stability dudng construction 2.Design assumes the top and bosom chords to he laterally braced at is Iha r o(tla erosion.AtlWtlenal 2'o.c.and at 10'u.c,respectively unless braced throughout their length b ,oS Q D TE: 4/18/2018 B8p01�y permananl bracing a wmMuws sneawng suctp ae vlrwood sheaulMg(Tc)ands arywalplec)r t {Vh s1a overall emrakae is tl1e responsibility rel the banding daelgner. 3.2x Impad bridging or lateral bracthg requited where dawn+ SFR R 1 LL S Q. : K4514458 4.No load should be applied to any component until after all bracing and 4.Installation of[mss is the responsibility of the respective contractor. fasteners are complete and at no dire should any loads greater than 5.Design assumes bosses are to be used In anon-corrosive environment, T ANS ID: LINK deagnion.hwappuedtomywmponent Intgn onoffor foflbe'more. 8.CarnwTrru kco w caniroi over and acaumco w responsibility for the 8.Design assumes full beating al ail supports shown.Shim or wedge s EXPIRES: 12-31-2019 Iffiricetioe,tt db,g,shipment and installation of components. Design ry. '.Dates hawmes Hooeduate onbothace'o BOss.ad. April 19,2018 6.This design N(wished subject to Inc limitations set tote by S.Plates shaft be located on both feces of truss.and placed w their center TPINSTCA M SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. NIRek USA.NcJCom Trus Software 1 L 7.8.8 9.Dlgna Indicate size of pore M Inches. W ( )-E 10.For bask coraemor plate design Values see ESR-1311,ESR.1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-RC L BER SPECIFICATIONS TRUSS SPAN 11'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 T : 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-6=(-195) 398 2-3=1-1033) 371 B 2x9 DF #1&BTR SPACED 24.0" O.C. 2-3=(-285) 516 6-7=( -55) 75 6-4=( -113) 170 W S: 2x4 DF STAND 3-4=(-502) 93 6-5=1 -773) 459 LOADING 4-5=1-398) 112 5-7=( -929) 199 TC LATERAL SUPPORT 5= 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PUP BC LATERAL SUPPORT G= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIE TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX 00RZ BRG REQUIRED BRG AREA = LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) N E: 2x9 BRACING AT 24"OC UON. FOR LI, = 25 PSF Ground Snow (Pg) 0'- 0.0" -142/ 755V -50/ 139H 5.50" 1.21 DF ( 625) A FLAT TOP CHORD AREAS NOT SHEATHED 11'- 6.0" -56/ 469V 0/ OH 5.50" 0.75 DF ( 625) = LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. L INS: 2-00-00 0-00-00 1COND. 2: Design checked for not.(-5 psf) uplift t 24 .o at 24 '•oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP O RHANGS: 24.0. 0.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.040" @ -2'- 0.0. Allowed = 0.200'• MAX TL CREEP DEFL = -0.096" @ -2'- 0.0" Allowed = 0.267" I MAX LL DEFL = 0.075" @ 1'- 8.4" Allowed = 0.529" **I For hanger specs. - See approved plans MAX TL DEFL = 0.085" @ 1'- 8.4. Allowed = 0.706" MAX HORIZ. LL DEFL - -0.003" @ 11'- 4.3" j MAX HORIZ. TL DEFL = 0.003" @ 11'- 4.3" 6-05-11 5-00-05 T T T _ isting 1-10 4-07-11 5-00-05 system esign anfcomto main alcladding criteria. T f andcomponentsandr 12 Wind: 140 mph, h=21ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 load duration factor=1.6, M-3X4 End vertical(s) are exposed to wind, 5 Truss designed for wind loads 01.11.111.111 10- in the plane of the truss only. se M=3x4 r iii, ilLiiimmiliniiimiiiiiiiiiinipppmei AllaillA 117M41 ,-, 0 M 0 will o 2MM 6 .. 7 M-3x6 M-3x4 M-1.5x3 b > - ) 6-02-08 5-03-08 y 2-00 y 11=06 .4. . vol, PROFFss 89200PE v • COB NAME : 20829 GLOBAL LOT 2 WALNUT - E14 ' '' -( '' f'.''''----Th. Scale: 0.4257 474- . WARNINGS: GENERAL NOTES, unessothenvmise noted: r ll S S E 14 1.Builder and erection contractor should be advised of all General Notes 1.This deHgn is based only upon the parameters shown and is for an individual =rte "14), OREGON mit, and Warnings before construction commences. bolding component.Applicability of design parameters and proper 2.2a4 compression web bating must be installed where shown 4. Incorporation of component is the reaponegtlity of the building designer. �}/ 24'• 4 1 3.Additional Maperary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al , '1 A Is the reapca.iWN of the erecta.Additional t brach f Y o.c.and at 10 o.c.respectively unless braced Nroughoul their length by s"f'I permanent g° cnnearouer5 bridging suds as plywood stele g(TC)and/a drywall(BC). CHTE: 4/18/2018 tie overall structure is the responsibility of the bugling designer. 3.24 Impact bridging or lateral bracing required where shown r+ �`�C1 `� SEQ.: K4 5 1 4 4 5 9 4.No load should be applied to any component until ager all bracing and 4.Installation of buss 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 noncorrosive environment TRANS I D. LINK design loads be applied to any component. and are ter'dry condition"of ere. 5.Compares w no control over and assumes no responsibility for the 8.Design assumes full bearing at at supporta shown.Shim or wedge if EXPI RES: 12-31-2019 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. April 1 9,201 8 8.This design le furnished subject to the limitations set forth by 8.Plates shall be located on both faces of buss.and placed so their center TPVWTCA M BCSI,copies of which will be furnished upon request. tames coincide with joint canter lines. MITek USA.McdCom uTrus Software 7.6.8(11)-E 9.Digits indicatesicon alto d lamede incites. P 1 Do basic connector prom design values sae Es13-1311.ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC L BER SPECIFICATIONS 33-00-00 GIRDER SUPPORTING 11-06-00 IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=7..00 T : 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 100 2-11=( -712) 4040 3-11=(-2854) 509 1-17=( -82) 394 B 2x6 DF SS 2- 3=( -5870) 1100 11-12=1 -80) 946 3-13=(-1186) 5958 16-17=( -76) 496 W S: 2x4 DF STAND; LOADING 3- 4=1-10450) 1958 13-19=1-1788) 9560 11-13=) -762) 4318 17- 8=) -378) 1888 2x9 DF #1&BTR A LL = 25 PSF Ground Snow (Pg) 4- 5=( -8606) 1704 14-15=(-1448) 7630 12-13=( -52) 314 17-18=1-1034) 5589 TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 33'- 0.0" V 5- 6=( -7260) 1488 15-17=(-1348) 7182 143:144:166313608)) 1056 8-16=) -220) 1169 T LATERAL SUPPORT 0= 12"OC. UON. BC UNIF LL( 116.8)+DL( 100.8)= 219.5 PLF 0'- 0.0" TO 33'- 0.0" V 6- 7=( -6996) 1352 1156:1187:(1-1-34468)) 6-18=( -46) 246 364 18- 9=(1 -772) 222 B LATERAL SUPPORT <= 12"OC. UON. 7- 8=1 -7162) 1512 18-19=(-1278) 6520 19- 5-1 -210) 1272 9-19=1 -178) 1140 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8- 9=( -6562) 1358 19-10=(-1.282) 6550 5-15=1-1378) 308 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 9-10=( -7696) 1536 15- 6=1 -590) 2780 N E: 2x4 BRACING AT 29"OC UON. FOR 15- 7-(-1036) 290 A FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) O RHANGS: 24.0" 0.0" 0'- 0.0" -1030/ 99170 -119/ 132H 5.50" 7.87 DF ( 625) ( 2 ) complete trusses required. 33'- 0.0" -942/ 96770 0/ OH 5.50" 7.48 IF ( 625) Attach 2 ply with 3"5.131 DIA GUN • M-13x4 where shown; Jts:4-5,7,9,12,14,16,19 nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, - d -- 9" oc in 2 row(s) throughout 2x6 bottom chords, COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. i 9" oc in 1 row(s) throughout 2x4 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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 = -0.183" @ 16'- 5.8" Allowed = 1.604" MAX TL CREEP DEFL = -0.433" @ 16'- 5.8" Allowed = 2.139" MAX HORI2. LL DEFL = 0.087" @ 32'- 6.5" MAX HORIZ. TL DEFL = 0.195" @ 32'- 6.5" Design conforms to main indforce-resisting 0-11-06 system and componentsand cladding criteria. f------'( Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 11-05-11 10-00-10 11-05-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T f f >( load duration factor=1.6, 1-06-02 4-06-04 4-05-15 4-10-05 5-02-05 5-09 5-08-11uss designed for wind loads T -.. ,. 'r f f 1 f __ ,. in the plane of the truss only. 12 12 6.00[7' M-6x8 M-7x8 �6.00 6 NM kik M-5x8 4 '. M-6x10 3 M-8x10 10011M - XV 5=8 o p�n e-13 ) 19 15 �� 17LL ® o O 1 2 ." 11 12 7 M-3x8 0 16 18 19 '�10 0 M-4x8 0 o M-7x8 M-7x12 M-7x8 y y y y y y �� Ell PR p�Fs� y ,---1-069829-10> 9-09-08 4-04-08 5-05 y 5-05-08 5-05-13 5-06-15 2-00 y2-05-08 13-10-08 16-08 c � * 4;7� �QA- p +� p 2 33-00 QAC/ 89200 E �'f� IIOB NAME : 20829 GLOBAL LOT 2 WALNUT - EH1 Scale: 0.1877 /1410111!44111)1;1177 WARNINGS: GENERAL NOTES, unless otherwise noted) '� Truss: EH 1 1.Builder and all fiat contractor should be advised of all General Notes 1.Thu design H based only upon the parameters shown and H loran individual "� ,ti OREGON t„, �lti� and Warnings before construction commences. banding component.Appicabicty of design parameters and proper AN 2.2z4 compression web bracing must be utstaSed where shown ii. incorporation al component u the responsibility of the building designer. �j 3.Additional ineparary bracing to Insure stability during construction 2.Design assumes the top all bottom chords b be leterelly braced at r^ _]r 2P 2'oz.and at/0'o.c,respectively unless braced throughout their length by Y `}s 4 n the respntbpily of the erector.Additional permanent bracing of continuos sheathing such as plywood sheathing(TC)and/or drywall(BC). D TE: 4/18/2018 the overall stricture is the responsibility of the building designer. 3.28 Impact bridging or'Weal bracing retuied where shown+. illR t {r Cti i S Q.: K4514460 4.No load should be applied to any component until after all bracing and 4.Installation of teres le the responsibility of the respoutive contractor. !�I1 fasteners are complete and at no time should any loads greater than 5.Design assumes Misses are to be used in a noncorrosive environment, ANS ID: LINK eeerappledtoany component. anaaera thy condition'sate. EXPIRES: 12-31-2019 Compul 5.CarpuTme rano control over and assumes no responsibility for the 6.Design assumes lull berths al all supports shown.Shim a wedge if fabrkation,homing,shipment and Installation of components. necessary. 7.Design assumes adequate drainage isprovided. April 19,2018 6.This dear is tarnished subject to the limitations set forthby 8.Plates shag be located on both faces of truss.and placed so their center 791/W7CA in RCS',copies of which will be furreshed upon request lines coincide with joint center knee 9ME USA,IncJCornpuTrus Software 7.6.6(1L)-E 10.Fm bask connector plate desiits Indicate sMe of plate in gn ek values see ESR-1311,ENR.1988(MiTak) • This design prepared from computer input. by Pacific Lumber and Truss-BC MBER SPECIFICATIONS TRUSS SPAN 33'- 0.0" IBC 2015 MAX MEMBER FORCES 4HR/GDF/Cq=1..00 • : 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 101 2-11=(-211) 1166 2- 3=1-1895) 516 20-10=1 -160) 550 • 2x9 DF #1&BTR SPACED 24.0" 0.C. 2- 3-) -272) 453 14-15- -22) 111 3-14=1 -868) 173 20-21=) -306) 1578 BS: 2x9 DF STAND 3- 4=1-2863) 661 16-17=1-516) 2649 3-16=1 -366) 1693 10-21=1 0) 199 LOADING 4- 5=1-2526) 617 17-18=1-908) 2205 14-16=1 -232) 1306 21-11-1 -309) 133 LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2093) 587 18-20-(-408) 2020 15-16-1 -4) 39 11-22-) 0) 237 LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 19-21=1 -15) 75 16- 4=1 -148) 170 11-12=1-2363) 628 TOTAL LOAD = 42.0 PSF 6- 8-1-1813) 561 21-22=1-431) 1906 9-17=1 -442) 125 8-10=1-2007) 621 22-12=1-429) 1909 17- 5=1 0) 243 N.TE: 204 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 5-18=1 -469) 150 = L-FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-1913) 598 18- 6=( -105) 624 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=1 -348) 317 18- 8=1 -323) 136 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 12-13=1 0) 101 8-20-1 -150) 193 e ERHANGS: 24.0" 24.0" 19-20=1 0) 80 I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA ! LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -277/ 1614V -144/ 1446 5.50" 2.58 DF ( 625) 33'- 0.0" -277/ 1614V 0/ OH 5.50" 2.58 DF ( 625) COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spang. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.090" @ -2'- 0.0" Allowed = 0.201" MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFT. = -0.121" @ 16'- 4.0" Allowed = 1.604" MAX TL CREEP DEFL = -0.284" @ 16'- 4.0" Allowed = 2.139" MAX LL DEFL = 0.040" @ 35'- 0.0" Allowed = 0.200" MAX TL CREEP DEFT. = -0.046" @ 35'- 0.0" Allowed = 0.267" 12-10-03 7-03-10 12-10-03 MAX HORIZ. LL DEFL = 0.070" @ 32'- 6.5" f T ' MAX HORIZ. TL DEFL = 0.118" @ 32'- 6.5" 1-0500-08 4-09-04 4-05-12 1-01-113-05-13 3-09-131-01-11 5-08-08 6-00 Design conforms to main windforce-resisting 12-00 12-00 system and components and cladding criteria. 12 M-4x6 7 _ 9 M-6X6 12 Hind: 140 mph, h=22.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 6.00 M 3x4 `� ' 6. 00 (A11. Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, Truss designed for wind loads M-3x9 in the plane of the truss only. 5 M-3x12 M-3x4 M-6x8 4 ,M-1.5x3 3 "41111111111111111111116. co o �t�� b •I 17 18 1 M-3x4 M-3x8 20 mi o 2 19 15 0 0 19 21 22 "12 3 to M-3x6 o M-1.5x3 M-5x8 M-1,5x3 M-4x61 M-3x6 M-5x8 M-1.5x3 M-7x8 J, y y y y y y y y .'(, .. PRpFk�'�' 1-06-0209 4-07-08 9-07-08 4-11 9-11-08 5-08-08 5-10-04 y y y 2-00 y-05-08 13-10-08 y 16-08 y 2-00/ r. l,�\_�'+y4C/5 Igl! 33-00 f`Ct c'_v „......44 � 89200PE ��' 1OB NAME : 20829 GLOBAL LOT 2 WALNUT - EH2 • Scale: 0.1659 WARNINGS: GENERAL NOTES, unless otherwise noted: *r1 Cr Truss: EH2 1.Builder and rection contractor should be advised of Al General Notes 1.This design is based w9y won the parameters shown and b for an individual „�� OREGON 4, and Weems before construction commences. building component.Applicability of design parameters and proper OREGON'Y y� 2.2x4 conipeeeatart web bracing rural W Instead where shown a, Incorporation of component b the responsibility of be building designer. �O'Va��� 3.Addibonel temporary bracing to Insure staNlay dudng construction 2.Design assumes the top and bottom chorda to he laterally braced at �jt q s is the reeponelWgy of the erector.Additional permanent bracing of 2'continuous and at ea hin reuch as ply woods beacon(TC)and/or their all(B by ). (� D TE: 4/18/2018 the overall enrolee is the responsibility of Rn building designer. conibuoua sheathing such as plywood shoaNbglTC)and/or drywall(BC). a� 3.1x Impact bridging orbbralbredngftyo H,.whereshown•ta I �R �� Q.: K 9 514 9 61 s.No lead ahaW b.app es b any pgwponem was a w an bracing and 4.Instelbtlon of buss Is 9v respansbN ty of he reapeGive contracto. testenere ars eMripiste and at no time should any bads greater Than 5.Daalgn assumes louses are to be used b e nontnrroaive enNroneenl, ANS I D: L INK design loads w applied b any component. end ares d y eondAon or wee. 5.CoinpuTns inns se Cooled over end assumes no responalbllity(or iha 8.Design assumes full bearing al all supports shown.Salm or wedge if EXPIRES: 12-31-2019 fabrication.hsnNng,shipment and installation W components. 7.Design assumes adegWe drainage is Provided. 8.This design le Swished subject to the limitations set forth by 8.Mates shall be baled on both fess of buss,and placed so their canter April 19,2018 TPI8NTCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. Wok USA,t11g1CompUTfUa Software 7.6.8(1L)-E 9.Diggs indicate size of plate b inches. 10.For basic connector plats design values see ESR-1311,ESR-1988(MiTek) w 1 1 i This design prepared from computer input by j Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 33'- 0.0" IBC 2015 MAX MEMBER FORCES SWR/GDF/Cg=1.00 - TQQ: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2-( 0) 101 2-10=(-326) 1913 2- 3-(-2293) 537 BQ: 2x9 DF #1&BTR SPACED 29.0" O.C. 2- 3=( -433) 264 10-11=(-328) 1910 10- 3=( 0) 293 W BS: 2x9 DF STAND 3- 9=(-1774) 490 11-12=(-222) 1492 3-11=( -472) 181 LOADING 4- 5=( 0) 0 12-13=1-385) 1910 11- 4=( -9) 386 TQ LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PEE 4- 6=1-1494) 487 13- 8=1-383) 1913 11- 6-1 -96) 101 Bbl} LATERAL SUPPORT <= 12"0C. SON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1780) 480 6-12=( -23) 415 TOTAL LOAD = 42.0 PSF 7- 8=( -433) 265 12- 7-( -968) 187 8- 9=( 0) 101 7-1.3=( 0) 291 N TO: 204 BRACING AT 29"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 7- 8=(-2292) 531 A L FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY INC 2015. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) O ERHANGS: 24.0" 29.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -273/ 1619V -165/ 1650 5.50" 2.58 DF 1625) 33'- 0.0" -269/ 1614V 0/ OH 5.50" 2.58 DF ( 625) � �I."OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.114" @ 19'- 0.0" Allowed - 1.609" MAX TL CREEP DEFL = -0.252" @ 19'- 0.0" 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" MAX HOAR. LL DEFL = 0.049" @ 32'- 6.5" MAX HIRID. TL DEFL = 0.075" @ 32'- 6.5" 14-10-03 4-02-02 13-11-11 T T f T Design conforms to main windforce-resisting 6-10-04 6-10-04 1-01-11 4-02-02 6-11-11 7-00 system and components and cladding criteria. T T T . T 1' T I Wind: 190 mph, h=23ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 19_00 (All Heights), Enclosed, Cat.2, Exp.B, MWF'RS(Dir), fload duration factor=l.6, Truss designed for wind loads 12 6.00 D M-4x6 5 •:::14-6x6 12 in the plane of the truss only. ' 6.00 4 we M-3x12 M-3x12 M-1.5x3 M-1.5x3 co 1 2 10 11 0.25 2 13 -..._�8 0 M-4x6 M-1.5x3 M-3x8 M-1.5x3 M-4x61 M-5x6(S) �� Ep PROP s 61 6-10-04 6-08-08 6-00-04 6-06-12 6-10-04 C� ,NGINE c-, /js 2-00 33-00 y 2-00 ,„� :9200PE �r-- OB NAME : 20829 GLOBAL LOT 2 WALNUT - EH3 Scale: 0.1919 ®� � ItWARNINGS: GENERAL NOTES, unless otherwise noted: �r u 5 S: EH 3 1.Milder and emotion contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and A for an indisidue g 4 OREGON�� �4, and Warnings before construction commences. building component.Applicabtlly of design parameters and proper 4 2.244 compression web bracing must be installed where shown+. Incorporation of component is the responsibility or the budding designer. �t 3.Additional 2.Design assumes the top and bottom chorda to be laterally braced at � "7 r 1 4 k.1/orary bracing b insure stability during construction 2'Dote and at 10'on.0008 ery unless braced throughout their length by t b Me responsibility of the erecta.Additional permanent bracing of continuous sheathing such Coea 00100 rd sheathing(TC)and/or tlrywdt(BC). /j TE: 4/18/2018 the Duerr saocaae re Me re.voneibtlry of the building designer. 3.2a impact bridging o lateral bracing required where shown++ illi p RIO EQ. : K9 514 4 6 2 4.No load should be applied to any component until after all bracing ant 4.Installation of Puss N the responsibility of the respective contractor. it tr fasteners an complete and at no Time should any bads greater than s.Design assumes trusses are to be used b e mon-comaive environrmem, ANS ID: LINK design load*beapplied bany componenG andearolaycad000fuse. 5.CampaTn.Mewwmtr�a�rand aa.laneampreappnebility for Ue 6.Design assumesfrbesing at SI supporta shown.Shim erwedge if EXPIRES: 12-31-2019 1 fabrication,balling,shipment and installation of components. 7.Desi tames adequate drainage is provided. April 19,2018 6.This desgo Y Welshed subject to Me YMtaIons set forth by 8.Plates shall be located on both faces of Puss,and paced so their center TPIIWTCA M SCSI,copies of which Mil be furnished upon request. lures coincide with joint renter Ines. 9.019/s indicate We of pieta in inches. MITek USA,bic.ICompoTrue Software 7.6.8(1L)-E 10.For basic connector pate design Values sea ESR-1311,ESR-1986(MiTek) 1 This design prepared from computer input by Pacific Lumber and Truss-BC I LMBER SPECIFICATIONS TRUSS SPAN 11'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 T : 204 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 101 2- 6=(-105) 512 2- 3=) -938) 292 8- 5-(-140) 79 B 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3-)-299) 512 6- 7-(-310) 1253 6- 3-) -33) 305 W BS: 2x4 DF STAND 3- 4=(-512) 78 7- 8=(-310) 1253 6- 4=) -901) 304 I LOADING 4- 5=) -23) 25 7- 4=( 0) 204 TLATERAL SUPPORT 29"0C. UON. � LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 4- 8-(-1303) 315 B LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF " TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRC AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -140/ 750V -16/ 530 5.50" 1.20 DF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED 11'- 6.0" -56/ 475V 0/ OH 5.50" 0.76 DF ( 625) =a LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. �,, O ERHANGS: 29.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOND. 2: Design checked for net(_S.p50) uplift at 24 "o spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=:./290, TL=L/180 01 For hanger specs. - See approved plans MAX LL DEFL - 0.090" @ -2'- 0.0" Allowed - 0.200" MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed - 0.267" MAX LL DEFL = -0.049" @ 6'- 5.5" Allowed = 0.529" MAX TL CREEP DEFL = -0.114" @ 6'- 5.5" Allowed - 0.706" MAX HORIZ. LL DEFL - 0.009" @ 11'- 2.5" MAX HORIZ. TL DEFL = 0.016" @ 11'- 2.5" Design conforms to main windforce-resisting system and componentsand cladding criteria. 1-11-11 9-06-05 Wind: 140 mph, h=19.8ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, T f - __ (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 1-05 5-00-08 5-00-08 End vertical(a) are exposed to wind, f f f f Truss designed for wind loads in the plane of the truss only. 12 6.00 M-5x12 M-4x8 M-1.5x3 4 5 o f , co o _ M 2>< 8 6 7 *+ 1 M-3x6 M-3x4 M-1.5x3 M-3x6 1-08-08 4-09 5-00-08 J,. > ), 2-00 11-06 RED PROFF ,C OGINE4 % ',,c....1. :9200PE �v' 40B NAME : 20829 GLOBAL LOT 2 WALNUT - EJl ® - Scale: 0.4578 �. � ' • WARNINGS: GENERAL NOTES, urtess otherwise noted: 1.Builder and awcgon contractor Mould be advised of an General Notes 1.This design is based only won the parameters shown and is for an Individual OREGON 4 truss: E J 1 and Warning.before construction commences. building component Appgcabilly of design parameter;and OREGON LY,/ 2.244 coincorporation of component is the responsibility of the building a signer. ,�,s 111::1' } h mpn�pn web bracing must be nsWled where shaven.. 2,Design assumes the lop and bottom chords to be laterally braced et I/t _7 y 4 f'}tiJ� 3.Additional temporary bracing to Insure stability during corlsWclbn 2'o.c.and at 101 o.c.respectively unless braced throughout their length by (,J 4 �s is lire reilo'mteNty of the erector.Additional permanent bracing of continuous sheathing much as plywood sheathing(TC)and/or drywali(BC). ORTE: 4/18/2018 the overall dost r°is the responsibility of the building designs. 3.2x impact bridging or lateral bracing required where shown++ :CS R 1{ SEQ.: K4514463 4.No load Movie be applied to any competent until after all bracing and 4.Installation of buss is the responsibility of the respective contractor. ►l 1,. fasteners are complete and at no time should any loads greater than 5.Design assumes trioses are to be used In a noncorrosive environment TRANS ID: LINK design Inds be applied to any component and are for'dry condition.of use. 5.Canpulras hid no control over and assumes no responsibility for the 6,Design assumes(W barring at all supports shown.Shim s wedge k EXPIRES: 12-31-2019 fabrication.Ilmtding.shipment and installation of components. 7.Design assumes adequate drainage is provided. April 19,2018 6.This design Y(wished subject to the limitations set Poch by 8.Plates shall be located on both feces of Suss,and placed so their center TPSWTCA in SCSI,copies of which wiq be furnished upon request. lines coincide with joint center lees. MITek US0.1nc./Co uTnds Software 7.8.8 iL E 9.Digits indicate size of plate In inches.( )- to.For bask connector plate design values see ESR-1311,ESR-1988(Web) This design prepared from computer input by MBER SPECIFICATIONS Pacific Lumber and Truss-BC TRUSS SPAN 11'- 6.0" 150 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 2x4 DF #14BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 101 2- 8-1-2081 920 2- 3=(-877) 324 5-10-(-836) 339 ' 2x9 DF #168TR SPACED 24.0" O.C. BS: 2x9 DF STAND; 2- 3=1-275) 482 7- 9-(-345) 708 8- 7=( 0) 37 10- 6=1-110) 65 3- 4=1-846) 203 9-10=(-328) 770 7- 3=1-137) 0 2x4 DF #1&BTR A LOADING 4- 5=(-780) 206 3- 9=1 -18) 255 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=( -24) 29 9- 9=( 0) 171 LATERAL SUPPORT <= 12"OC. UOB, DL ON BOTTOM CHORD = 10.0 PSF 9- 5=( -79) 244 LATERAL SUPPORT <H 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUTREE BEG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TE: 2x9 BRACING AT 24"OC UON. FOR 0'- 0.0" -140/ 750V -26/ 79H 5.50" 1.20 OF I 625) L FLAT TOP CHORD AREAS NOTSHEATHEDLIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 6.0" -56/ 47551 0/ OH 5.50" 0.76 DF ( 625) ---- REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 4ERHANGS: 24.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP - -- -- COND. 2: De sign checked forr net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. -- -- -- VERTICAL DEFLECTION LIMITS: LL=L/240, TI.L/180 U balanced live loads have been MAX LL DEFL = 0.090'• @ -2'- 0.0'• Allowed - 0.200'• c balanced for this design. MAX TL CREEP DEFL = -0.096" @ -2'- 0.0" Allowed = 0.267° MAX LL DEFL = 0.032" @ 4'- 0.0" Allowed = 0.529" For hanger specs. - See approved plans MAX TL CREEP DEFL = -0.071" @ 4'- 0.0" Allowed = 0.706" MAX HORIZ. LL DEFL = -0.026" 9 11'- 2.5" MAX HORIZ. TL DEFL = 0.038" 9 11'- 2.5" 1 3-11-11 7-06-05 Design conforms to main windforce-resisting '( system and components and cladding criteria. 2-03-12 1-07-15 3-05-13 4-00-08 ,r _ Wind: 190 mph, h=20.3ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.e, MWFRS 1Di r), load duration factor=l.6, 6.00 End vertical(s) are exposed to wind, M-9x6 Truss designed for wind loads M-3x4 M-1.5x3 in the plane of the truss only. S 6 1011/1. M-3x8 cOlg iii a rn o co 0 co A I I o 9 - 10 0 o I I I I o M-3x8 M-3x4 s 2� M83x4 0 M-3x6 M-3x6 y y > 4, 2-03-12 1-03 7-11-04 k l y y 2-00 2-05-08 9-00-08 y 11-06 y '�� nk u P�,6-6., `.c" 89200PE 9t.' JOB NAME : 20829 GLOBAL LOT 2 WALNUT - EJ2 / ., Scale: 0.4203 WARNINGS: GENERAL NOTES, unless otherwise noted: O /}t TrussEJ2 1.Builder and section contractor should be advised of all General Nobs 1.This design Is based only uponM b the parameters shown and k for an individual gL.. 4),4OREGON �l�"w and Wamkigs before construction commences. building component.Applicability of design parameters and proper 40 2.2x4 compression web bracing must be installed where shown.. Incorporation of component the responsibility of the building designer. 2P� 3.Additional temporary bracing to insure stability during consciion 2.Design assumes Na lap an bottom chords b be laterally braced at W14, Is the reVostlbaib of the Gracia.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 4/18/2018 the overall Wmeee b the responsibility continuous sheathing such as plywood sheathing(TC)g(TC)and/or drywall(BC). /�is.� y of the building designer. 3.2x Impact bridging a lateral bracing required where shown v a 41 R e L� S E K4 514 4 6 4 4.No load shoal be applied to any component until after all bracing and 4.Installation of Mise is tite y a pec ve contractor. f 4' fasteners aro complete and at no time should any kinds greater than 5.Design assumes Misses oneettoo be used h a noon-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for dry aomao of use. 8.CanpuTms Ilse no control aver and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 I fabrication, shipment and Installation of components. nesamy. ,uac (� p I 7.Design assumes adeduale drainage is provided. April 9,20.1 18 6.This designIsSISMd subject to the limitations sat forth by 8,Plates shall ee located on both faces of hues,and placed so their center TPI/WTCA b SCSI,copies of which will be famished upon request. tines coincide with joint center lines. IMIllij MITek USA,Ne fished uTrus Software 7.6.8(114-E 9.Digae Indicate size or plate In inches. p 10.For bask connector OW design valves see ESR.1311,ESR-1988(MiTek) IThis design prepared from computer input by Pacific Lumber and Truss-BC L BER SPECIFICATIONS TRUSS SPAN 11'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 T 259 DF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) '.O1 2- 8=(-208) 420 2- 3=(-8'/7) 324 5-10=(-636) 339 B : 2x9 DF #16BTR SPACED 24.0" O.C. 2- 3-(-275) 482 7- 9-1-345) 708 8- 7-( 0) 37 10- 6-(-110) 65 W BS: 254 DF STAND; 3- 4=(-846) 203 9-10=(-328) 770 7- 3-(-137) 0 2x9 DF #1&BTR A LOADING 4- 5=1-780) 206 3- 9=( -18) 255 LL( 25.0)+DL( 7.0) ON TOP CHORD 32.0 PSF 5- 6=1 -24) 29 9- 9=( 0) 171 T LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 9- 5=( -79) 244 B LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA - LL - 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) N E: 254 BRACING AT 24"OC UON. FOR 0'- 0.0" -140/ 750V -26/ 79H 5.50" 1.20 DF ( 625) A L FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 6.0" -56/ 475V 0/ OH 5.50" 0.76 DF ( 625) _ - REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. O)ERHANGS: 24.0" 0.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. --VERTICAL DF.FI,ECTION LIMITS: LL=L/241, TL=L/180 U alanced live loads have been MX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" c nside red for this design. MAX TLV:REEP DEFL = -0.096" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL - 0.032" @ 4'- 0.0" Allowed = 0.529" ' For hanger specs. - See approved plans 5-11-11 5-06-05 MAX TL CREEP DEFL = -0.071" @ 9'- 0.0" Allowed = 0.706" ' 1' 'f MAX HORIZ. LL DEFL = -0.026" @ 11'- 2.5" 2-03-12 1-04-12 3-09 4-00-08 MAX HORIZ. TL DEFL = 0.038" @ 11'- 2.5" T T T T f Design conforms to main indforce-resisting 4-00 system and components and cladding criteria. Wind: 140 mph, h-20.3ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-4x6 in the plane of the truss only. M-3x4 M-1.5x3 s 6 M-3x8 40 3 BEI O .411 co a� I o ISI o 9 ++ 10 IRIII imm r M-3x8 M-3x9 2a._ Ma3x4 0 M-3x6 I M-3x6 l J b Y 2-03-12 1-03 7-11-04 r b )' i 2-00 2-05-08 9-00-08 ..S(C,9`53 PROpps, 11-06 :9200PE I-- 40B 'LOB NAME : 20829 GLOBAL LOT 2 WALNUT - EJ340 • I Scale: 0.4078 WARNINGS: GENERAL NOTES, amass otherwise rebel: ru s s: EJ 31. Builder °"contractorshould be advised of WI General Note 1.This design Is benetl only upon the parameters shown end is for an individual F ,�OREGON �i a and we 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 u the responsibility of the building designer. 3.Additional temporary bracing to Weare stability during construction 2.Design assumes the top end bottom chorda to be laterally braced at )i 20 4 2'Ac.and at 15ee o.c.respectively plywood unless braced throughout their length by Is the respalle6Yle of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 14111:4 A 14 '� �� DATE: 4/18/2018 the overall Meese is the responsibitiy of the building designer. 3.24 Impact bridging or lateral bracing required where shown t• +1R RIO-`� 5 EQ.: 04 5 1 4 4 6 5 4.No load shade be applied t any component until after all bracing and 4.Installation of suss Is the responsibility of the respective contractor. �'l fasteners meoomplete and at no time should any bads greater Man S.Design assumes trusses are to be used In a noncorrosive environment, 'I RANI I D: LINK design wade to applied to any component. 6.DDvign assumes hull bearing tit dl supports shown.Shim or wedge if EXPIRES: 12-31-2019 s.Compurrw Iran no contra over and assumes no responsibee for the .l(� p • tebdceten,bo.sNng,seamen(and Installation of components. 7.Design assumes adequate drainage is provided. April 1 9,2018 6.The design Is banished subject to the limitations set forth by 8.Plates sheat be located on both faces of buss,and placed so their center TPIIWTCA le YCSI,copes of which will be banished upon request. lines coincide with joint center Pres. 9.Digits indicate size of plate in inches. MITek USA,kis./ColnpuTwe Software 7.6.8(IL)-Z 10.For bask connector pate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LeMBER SPECIFICATIONS TRUSS SPAN 11'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #1&13TR LOAD DURATION INCREASE = 1.15 1- 2-( 0) 101 2- 7=(-330) 527 2- 3=(-1022) 384 8- 5-(-179) 117 BC: 2x9 DF #1&BTR SPACED 24.0" 0.C. 2- 3=(-297) 529 6- 8=(-556) 876 7- 6=) 0) 37 5- 9=(-414) 209 WEBS: 2x9 DF STAND; 3- 4=(-453) 89 8- 9=( -58) 78 6- 3=) 0) 107 2x9 DF #1&BTR A LOADING 4- 5=1-338) 110 3- 8=( -546) 381 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 8- 4=1 -117) 129 TO LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD= 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -141/ 755V -56/ 155H 5.50" 1.21 DF ( 625) N TE: 209 BRACING AT 29"OC UON. FOR -56/ 4690 0/ OH 5.50" 0.75 OF ( 625) A L FLAT TOP CHORD AREAS NOT SHEATHED 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) upliftat 29 " spacing.oc s q. O ERHANGS: 24.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP - "- AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.090" @ -2'- 0.0" Allowed = 0.200" U balanced live loads have been MAX Ti CREEP DEFL -0.046" @ -2'- 0.0" Allowed = 0.267" NCR LL DEFL = 0.096" @ 2'- 4.7" Allowed = 0.529" c nsidered for this design. 7-11-11 3-06-05 MAX Ti CREEP DEFL = -0.080" @ 2'- 4.7" Allowed = 0.706" * For hanger specs. - See approved plans 2-03-12 5-07-15 3-06-OS MAX HORIZ. LL DEFL = -0.036" @ 11'- 4.3" A _� MAX HORIZ. TL DEFL = 0.044" @ 11'- 4.3" I 12 6.00 M-4x6 Design conforms to main windforce-resisting M-3x4 system and components and cladding criteria. Wind: 140 mph, h=21.3ft, TCDL=9.2,BCD1=6.0, ASCE 7-10, i (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), gio load duration factor=1.6, End vertical(s) a exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 I M-3x8 0 3 co .''IIIi :IaElB �s a ,I m 0 9 -/ o I ��-WI o M-3x8 M-1.5x3 2 M23x4 0 M-3x6 M-3x6 1 )' y 2-03-12 5-03 3-11-04 l b b y 2-00 2-05-08 9-00-08 y )" ��skcp P R ops, 11-06 � ` :9200PE t'' LOB NAME : 20829 GLOBAL LOT 2 WALNUT - EJ4 Scale: 0.9007 WARNINGS: GENERAL NOTES. unless otherwise noted: J1+' 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for en Individual "'�� OREGON lo Truss: EJ4 end Waminga before construction commences. building component.Applicability of design parameters and proper 2.244 compression web bracing must be inslaged where shown.. incorporation of component Is the responsibility of the bulking designer. I,�j 2w 3.Additional temporary bracing w insure stability during construction 2.Design assume the lop end Copan chords w be laterally braced et <0 A'41_)' 4 r 1 y v Is the responsibility of the erector.Additional permanent bracing« 2'exc.and a1 f 0'o.c.reepeGWely unless braced ihrough0ul their length by (J L�•f D TE: 4/18/2018 the overeat asereaire is the responsibility a the building designer. alntlnuws sheathing such as plywood sheathing(7G)and/or drywall(BC). x'93.2x Impact bridging or 1Meml bracing required where shown•t 4/4i.R R 1 L�- Q. K4 514 4 6 6 4.No wad aholdb applied b any component anal aver all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any weds greater Than 5.Design assumes busses are lo be used w e non-corrosive environment, NS ID: LINK Cosgnwadebeapplied toany componenL arra are for dygenainnofare. 5.CompuTus las no control over and assumes no responsibility for me 8.Dean assumes full baring at NI supports shown.Shim or wedge p EXPIRES: 12-31-2019 fabrication.Imaging.el4prnenl and insb9alion of components. 7.Design assumes adequate drainage is provided. April 19,2018 6.This design hibanished subject to the limitations set forth by 8.Plates shat be located en both faces of truss.end placed so their center TPIIW7CA N!CSI,copies of which will be furnished upon request. lines coincide with jolts center hires. 9.Digits indicate size of Nate in Inches. Weir USA,Mc1CINnpuTrus Software 7.6.8(1L)-E 10.Fon bask connector pleb design values see ESR-1317,ESR-1988(MITA) This design prepared from computer input by Pacific Lumber and Truss-BC L MBER SPECIFICATIONS TRUSS SPAN 11'- 6.0" IBC 2015. MAX MEMBER FORCES 944R/GDF/Cq=1.00 Ts: 2x4 DF #1&BTR LOAD DURATION INCREASE - 1.15 1- 2=( 0) 101 2- 7=(-330) 527 2- 3-(-1022) 384 8- 5=(-179) 447 B.: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-297) 524 6- 8=(-556) 876 7- 6=( 0) 37 5- 9=(-444) 204 W:BS: 2x9 DF STAND; 3- 4=(-453) 89 8- 9=) -58) 78 6- 3=( 0) 107 209 DF #1&BTR A LOADING 9- 5=1-338) 110 3- 8=1 -546) 381 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 8- 4=1 -117) 129 Ts LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Bs LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -141/ 755V -56/ 155H 5.50" 1.21 DF ( 625) NOTE: 204 BRACING AT 24"OC UON. FOR 11'- 6.0" -56/ 469V 0/ OH 5.50" 0.75 DF ( 625) A L FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. lI OT4ERHANGS: 24.0" 0.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP -- - AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEES, = 0.040" @ -2'- 0.0" Allowed = 0.200" U alanced live loads have been MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" c nsidered for this design, MAX LL DEFL = 0.046" @ 2'- 4.7" Allowed = 0.529" MAX TL CREEP DEFL = -C.080" @ 2'- 4.7" Allowed = 0.706" 9-11-11 1-06-OS For hanger specs. - See approved-glans �� MAX HORIZ. LL DEFL - -0.036" @ 11'- 4.3" 2-03-12 5-04-12 3-09-08 MAX HORIZ. TL DEFL = 0.044" @ 11'- 4.3" T T 1' T Design conforms to m indforce-resisting 8-00 system and componentsi and cladding criteria. T 1' Wind: 140 mph, h-21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 load duration factor=l.6, M-4x6 End vertical(s) are exposed to wind, M-3x4 Truss designed for wind loads i5 - n the plane of the truss only. ,0 o, 0 I M-3x8 0' I 3 en c:-., �IW� �I s: �I -/ 8 9 of Ira I ro M-3x8 M-1.5x3 1 2 M-73x4 0l M-3x6 M-3x6 ), b b y 2-03-12 5-03 3-11-04 2-00 2-05-08 9-00-08 J‘ ,��RED PROPFss • 11-06 �� NG'N�FR /%2 `� '92 OP -9r 40B NAME : 20829 GLOBAL LOT 2 WALNUT - EJ5407 Scale: 0.3382 WARNINGS: GENERAL NOTES, unless ogren0se noted: Ci) Cr 1.Builder and election contractor should be advised of all General Nobs 1.This design A based only upon the parameters shown and is for an Individual y�f 'b�OREGON A. Truss: EJ5 a d warnings before construction commences. building component Applicability of design parameters and proper z.2x4 wmpreabn web Madnp must be installed where shown�. Incorporation of component is the responsibility of the building designer. 20\ �4 3.Additional temporary bracing b More stability during construction E Design assumes the by and bottom chords b be laterally braced at Y 14 is the responsibility of we erecta.Additional permanent bracing a/ Y o.c.and a110'o.c.respectively unless braced throughout their length by s TE: 4/18/2018 the ovate/sbwtae is the responsibility of the building designer. co Ienuoua sheathing such as plywood sheathing(TC)own drywall(BC). -17$1:1R11-\- d.No load manila M applied b an ty g3.2x Impact bridging or lateral bracing required where shown r+ SA Q.: K 4 514 9 6 7 el r component arm after all bracing and 4.Installation of Was Is the responsibility of the respective.amination. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are b be used h a non-corrosive environment, and are oe•die full condition.gof atal EXPIRES: 12-31-2019 NS I D: LINK design oedaM applied b err component. 6.Design assumes full bearing at all anowo.Shim a wedge if 5.CompuTpls M no control over and assumes no responsibility for Naqty, fabrication.Wading,shipment ace installation of components. 7.Design assumes adequate drainage is provided. April 1 9,201 8 6.This design Y&wished subject b IM NmOatons set forth by 8.Plates shall be located on both faces of buss,end paced es Meir center TPIAwTCA InICSI,copies of which wEl be furnished upon request. lines coincide with joint center Nies. 9.MiTek USA,kee./CompuTrus Software 7.6.8(1L)-Z 10.Digits basic poi plena in inches. plate design values one ESR-7311,ES18-1888(MiTek) - This design prepared from computer input by Pacific :,umber and Truss-BC UMBER SPECIFICATIONS TRUSS SPAN 11'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 C: 2x4 DF #1&BTR LOAD DURATION INCREASE 1.15 1- 2-) 0) 101 2- 8=(-296) 460 2- 3=)-932) 357 10- S=(-196) 183 C: 2x4 DF #1&BTR EBS: 2x9 OF STAND; SPACED 24.0" O.C. 2- 3=(-287) 505 7- 9=(-999) 765 8- 7=( 0) 37 2x9 DF #1&BTR A LOADING 3- 4=(-504) 102 9-10=(-210) 389 7- 3=( 0) 91 4- 5-(-162) 130 3- 9=(-371) 295 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF 5- 6-) -39) 5 9- 0-1 0) 255 LATERAL SUPPORT <= 12"0C. SON. 4-10=(-505) 189 LATERAL SUPPORT <5. 12"0C. ON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ERHANGS: 24.0" 5.7" LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIDNS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -128/ 738V -86/ 2396 5.50" 1.18 DF ( 625) balanced live loads have been LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 11'- 6.0" -95/ 519V 0/ OH 5.50" 0.83 DF ( 625) I nsidered for this design. BOTTOM CHORD CHECKED FOR DOPSF LIVE LOAD. TOP _._1 *i For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. �-OND. 2: Design checked for net(-5_psf) uplift_at 24 'oc spacing. VERTICAL DEFLECTION LIMITS: LL,L/240, Ti.1/180 MAX LL DEFL = 0.090" @ -2'- 0.0" Allowed = 0.200" 2-03-12 4-09-12 MAX TL CREEP DEFL - -0.046" @ -2'- 0.0" Allowed = 0.267" 4-04-08 MAX LL DEFT, = 0.037" @ 2'- 4.7" Allowed = 0.579" f f T f MAX TL CREEP DEFL - -0.066" @ 2'- 9.7" Allowed = 0.706" 12 MAX LL DEFL = -0.000" @ 11'- 11.7" Allowed - 0.097" 6.00 D M-1.5x3 6 MAX TL CREEP DEFL = -0.001" @ 11'- 11.7" Allowed = 0.063" 5 -/ MAX HORIZ. IL DEFT, = -0.032" 2 11'- 0.5" 1 MAX HORIZ. TL DEFL = 0.038" @ 11'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. M-3x4 Wind: 140 mph, h-22.3ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dirl, load duration factor=1.6, oEnd vertical(s) are exposed to wind, I Truss designed for wind loads cm o in the plane of the truss only. ut M-3x8 0:11......___°-4111111111111 a o �m-�'. r.,; M-3x4 M-3x4 2 MA3x4 0 M-3x6 M-3x6 y 1 y y 2-03-12 4-06-04 4-08 1 1 J. )' ), 2=00 2-05-08 9-00-08 0-y5=11 ���D PROp l V rR V 11-06 �� 0NGIN4;51 We j Q� 2 89200PE 9c' JOB NAME : 20829 GLOBAL LOT 2 WALNUT - EJ6 Scale: 0.3567 %�...---. WARNINGS: GENERAL NOTES, unless otherwise noted: s+'l Truss: EJ6 1.Builds aad..pmn contractor should a advised of all General Notes 1.This design Is based only upon the parameters shown end k for an individual IC) ORECC GON and Warnings before cenelrecaon commences. buiaing component.Appficabdfy of design parameters and proper lE A 2.2z4 compression web bracing must be installed where shown+. incorporation a component is the responsibility or the building assigner. (A) Vs' 3.Additional temporary bracing b krauts stability during conswc8on 2.Design assumes the by and bottom chords to be laterally braced dal esigner. ��/ M 1 , 2°l P.4. Is the reapo.Wlky of the erector.Additional permanent bracing of 2'rm.and a110'o.a respectively unless braced throughout their length by D TE: 4/18/2018 the overall Mature is the responsibility of the building designer. continuous sheathing o,w has pAwood sheathing(TC)and/or drywall(SC). 3.In Impact 1,0, s B.n.laterabracing required where shown•+ �R RIO- ____ =, �� S Q.' WA 5 1 4 4 6 8 4.No load ahe1M W applied to any component until eller all bracing and 4.Installation of was is the responsibility of the respective conbaclor. ('�f r4,,! • fasteners aro cenipbta and et no time should any bade greater than 5.Design assumes trusses are to be used In a noncorrosive environment, .I.2 ANS I D: LINK design loads r applied b any canponent and are for'dry condivar a use. 8.Conduits* M control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 tabdcelba,ksatlirg,shipment and i eleNepon of components. mcemw 7.Design assumes adequate drainage is provided. 8.This design Y&Malted subject to the limaabons set forth by 8.Mates shall be boated on both feces of was,and placed so their center April 1 9,201 8 TPSWTCA in SCSI,copies of Which will be tarnished upon request fines coincide with joint center Ines. MRek USA,IncJCompuTrus Software 7.6.8(1L)-E 9.Diggs indicate size a pate n Inches. 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) 1 This design prepared from computer input by • Pacific Lumber and Truss-BC UMBER SPECIFICATIONS TRUSS SPAN 11'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 Tr: 2x4 DF tli&BTR LOAD DURATION INCREASE = 1.15 1- 2-( 0) 101 2- 8=1-286) 460 2- 3-(-895) 360 10- 5=1-598) 436 Br: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3-1-286) 519 7- 9-(-482) 765 8- 7-1 0) 37 W:BS; 2x9 DF STAND; 3- 4-1-504) 111 9-10=(-121) 389 7- 3-1 0) 91 2x4 DF R1&BTR A LOADING 4- 5=(-287) 135 3- 9-1-371) 368 LL) 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6-1-153) 5 9- 4-( -11) 255 T. LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 4-10=(-505) 117 Br LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED SRI AREA O14ERHANGS: 24.0" 29.7" LL - 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) -85/ 692V -88/ 279H 5.50" 1.11 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 6.0" -214/ 820V 0/ OH 5.50" 1.31 DF ( 625) U4balanced live loads have been REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. c,lgnsidered for this design. I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD- TOP - f-- P COND. 2: Design checked for net(-5 sf) uplift at 24 "o_pec g. .1 For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL - 0.040" @ -2'- 0.0" Allowed - 0.200" MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL - 0.036" @ 2'- 4.7" Allowed = 0.529" 2-03-12 4-09-12 4-04-08 MAX TL CREEP DEFL = -0.066" @ 2'- 4.7" Allowed = 0.706" T f f T MAX LL DEFL - -0.112" @ 13'- 11.7" Allowed - 0.247" 12 6 MAX TL CREEP DEFL - -0.146" @ 13'- 11.7" Allowed - 0.330" 6.00 MAX HORIZ, LL DEFL = -0.031" @ 11'- 0.5" MAX HORIZ. TL DEFL = 0.038" @ 11'- 0.5" M-1.5x3 s -/ Design conforms to main windforce-resisting i system and components and cladding criteria. Wind: 140 mph, h=22.8ft, TCDL=4.2,BCDL=6.I, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 I ir 0 M-3x8 3 All co = -/ o .� 9 10 of 1m-m'. M-3x4 M-3x4 2' M-23x4 0 M-3x6 M-3x6 ), y y )' 2-03-12 4-06-04 4-08 b 2-00 y 2-05-08 l 9-00-08 b 2-05-11 y k y �� ,D PROpp, 11-06 ��� , ...v. EFR % �" :9200PE ®Vejter LOB NAME : 20829 GLOBAL LOT 2 WALNUT - EJ7 Scale: 0.3249 ®�r'--G" WARNINGS: GENERAL NOTES, unless otherwise noted: O Cr t 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 �10 'ru s s: EJ7 and w before construction commences. building t. Warnings g wmponen Applicability of design parameters and proper A_ 2.2x4 compression web bradrg must be installed where shown+, incorporation of component is the responsibility of the building designer. ^�V"� 3.Additional temporary bracing b insure stability during conaWclbn 2.Design assumes Na top and bottom chords to be laterally braced at O 14 ° o the responsibility of Uro 0,0510,.Additional permanent bracing of 2'0,.c.and at 10'0,.c.such ply unless braced)TC)and/or their length by ), s w D TE: 4/18/2018 the overall verdure is the responsibilityof the building designer. 20 imp qua sheathing such as plywood sheathmg(TC)and/0,drywell(BC). ��R L�-iJV1 9 3.1 Impact bridging or the o bracing required where shown++ Q. : K4 514 4 6 9 4.No load should be applied b any lone should until after ail 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 anon-cortosive environment, NS ID: LINK designbadsMeppYedbanycomponent and arefor"dry comilion'ofuse. 5.CornpuTna Ins no control over and assumes no responsibility for the 5.D.519'assumes full baring at all supports shown.shim or wedge It EXPIRES: 12-31-2019 tebrkordY atlon,brg,shipment and installation of components. 7.Design asssumes adequate drainage is provided. April 1 9,201 8 8.This design Y Relished subject to the Yregations set forth by 8.Plates shag be located an both faces of buss,and placed so Bair center TPIANTCA N EC%copies of whch will be furnished upon request lines cuindde alb joint center lines. Wee USA,YrcJCom uTrus Software 7.6.8 1L E 9.Digits indicate size of plate in ethos. P 10.F0,basic connector plan design values see ESR-1311.ESR-1988(MiTek) A This design prepared from computer input by Pacific Lumber and Truss-BC iq¢UMBER SPECIFICATIONS TRUSS SPAN 15'- 10.9" IBC 2015 MAX MEMBER FORCES 414R/GDF/C - 00 C: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (- 2=( 0) 101 2- 8=(-302) 450 2- 3- 924) 2"/4 10- 5=I-320) 23/ C: 2x4 DF k1&BTR SPACED 24.0" O.C. EBS: 2x9 D. STAND; 2- 3-(-291) 508 7- 9-)-508) 748 8- 7=( 0) 37 2x4 DF #1&BTR A LOADING 3- 4=(-466) 57 9-10=(-178) 351 7- 3=1 0) 92 4- 5=(-242) 171 3- 9=(-391) 336 1 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -81) 37 9- 4=( -3) 256 C LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 4-10=(-461) 155 C LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORS BAG REQUIRED ARG AREA VERHANGS: 29.0" 0.0" LL 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE 1Q.I0. (SPECIES) 0'- 0.0" -96/ 729V -102/ 2800 5.50" 1.17 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 11'- 0.5" -159/ 654V 0/ OH 5.50" 1.05 DF ( 625) ebalanced live loads have been 15'- 10.9" -61/ 126V 0/ OH 1.16" 0.20 DF ( 625) onside red for this design. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LROVIDE FULL BEARING_Jt 2,10,6 , ,COND. 2: Design checked for net(-6 psf)_uplift at 24 "oc spacing. _..I VERTICAL DEFLECTION LIMITS: I.L=L/240, TL=L/180 7-10-07 8-00_08 ,� MAX LL DEFL - 0.090" @ -2'- 0.0" Allowed - 0.200" 1' MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" 2-03-12 4-09-12 4-00-12 9-08-11 LL AX f f f f T MAX TLMCREEP DEFL = -0.065" @ 2'- 4.7" Allowed = 0.706" 12 6 -/ 6.00 MAX HORIZ. LL DEFL = -0.033" @ 11'- 0.5" ' MAX HORIZ. TL DEFL - 0.037•' @ 11'- 0.5" I Design conforms to mlindforce-resisting M-1.5x3 system and components and cladding criteria. Wind: 140 mph, h-23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, j (A11 Heights), :::1::::,i:satd.s2, Exp.B, MWFRS(Di r), load duration fo6, co M-3x6(S) End vertical(s) eosd to wind, Truss designed M-3X9 8 o in the plane of the truss only. 4 0 e M-3x8 3 11111111111111111111 .61i i.,a11111111Mlik .L. 05 cS f3 Z'm� M-3x9 M-3x4 0M-3x6 M-3x4 M-3x6 ,1 ) . b 2-03-12 9-06-04 9-02-08 y y y y (AO PROp , 2-00 2-05-08 13-05-07 15-10-15 y C?�� •GNGINE ViO"Y `� :9200PE tet' LOB NAME : 20829 GLOBAL LOT 2 WALNUT - EJ8 Scale: 0.2897 ti -41; : • I WARNINGS: GENERAL NOTES, unless otherwise noted: ' truss: EJ8 Cr 1.Builder and ruction contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual OREGON R EGOA e �� and Warner before construction commences. building component.Applicatliiy of design parameters and proper f7 GV 'n1 2.2x4 cornpeeseierr web bracing must be installed where shown a, incorporation of component Is the responsibility of the building designer, l „S N ii 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap and bottom chords to be IaleraNy braced al < �y r 14 s 2.s( �4 'sem reapneIbdlfy of the oration.Additional permanent bracing of Y o.c.and at 10'o.c.respectively less braced throughout their length by V TE: 4/18/2018 continuous sheathing such as plywood sheathlhore shown and/or drywall(BC). ay the overt Maca is the toresponsibilityanyep of the budding designer. 3.2x Impact bridging or labral bracing required where .+ �� EQ. : K4 514 4 7 0 4.No load al ape be appNed to any component until after all bracing and 4.Installation of truss b IM responsibility of the respective contractor. fasteners are complete and al no time should any loads greater Man 5.Design assumes trusses are to be used n a non-corrosive environment. 1. RANS ID: LINK design bWsbe applied to any component. aware to eyoonaNan ofuse. 5.CompuTNs r no oonlyd over and assumed no reaponalbYtly for Me 6.Design assumes MN bearing at all supports shown.Shim or wedge itnecEXPIRES: 12-31-2019 fabrication.Mending,shipment and installation of components. Design 8.This deegnr 4furnished subject to the limitations sea forth by T. hallassbe los aded on manage is provided. April 19,2018 a.Plates dhoti be located se both(aces of buss,and placed so their center TPIANTGA inBCSI,copies of which will be furnished upon request. Nies coincide with joint carter lines. Welk USq 4le✓Compu7fua Software 7.6.8(1 L)-E 9.Diggs Indicate size of plate In inches. 10.For basic connector play design values see ESR-1311,ESR-1988(MITek) - This design prepared from computer input by Pacific Lumber and Truss-BC L BER SPECIFICATIONS TRUSS SPAN 11'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/GDR/Cq=1.00 T : 2x4 DF N1&BTR LOAD DURATION INCREASE = 1.15 1-2-( 0) 101 2-7=(-221) 424 2-3-(-976) 394 B 2x9 DP #160TR SPACED 24.0" O.C. 2-3=(-288) 516 7-8=(-223) 920 7-9=1 0) 259 W S: 2x9 DF STAND 3-9=(-523) 110 4-8=(-999) 180 LOADING 9-5=(-234) 152 8-5=(-426) 305 T LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE 5-6-( -97) 5 B LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF I TOTAL LOAD = 92.0 PSF LF#f INS: 2-00-00 0-00-00 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) O BHANGS: 24.0" 18.0" 0'- 0.0" -109/ 721V -91/ 269H 5.50" 1.15 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 6.0" -149/ 668V 0/ 08 5.50" 1.07 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. + For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR DSPAC LIVE LOAD. TOP `GOND. 2: Design checked for net(-5 psf) uplift � at 24 oc spec _ LIVE AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL - -0.046" @ -2'- 0.0" Allowed = 0.267" A 1-10 4-00-12 A 5-07-04 MAX LL DEFL = 0.049" @ 1'- 8.4" Allowed = 0.529" '( MAX TL CREEP DEFL = 0.067" @ 1'- 8.4" Allowed = 0.706" 12 MAX LL DEFL = -0.018" @ 13'- 0.0" Allowed - 0.150" 6.00 MAX TL CREEP DEFL = -0.024" @ 13'- 0.0" Allowed = 0.200" 6 MAX HORIZ. LL DEFL = -0.004" @ 11'- 0.5" MAX HORIZ. TL DEFL - 0.006" @ 11'- 0.5" M-1.5x3 5 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=22.6ft, TCDL=9.2,13CDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertically) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 9 11 10 oo to M-3x9 3 ofrilk o .e co Illikkiiiii„ 00 II W m l 2I-� 7 T 9 8 1 M-3x6 M-1.5x3 M-3x4 ), l l 5-09 5-09 D PROF �� GINE� �y y y -� ,`� 0 2-00 11-06 3-00 � O ` - 89200PE 9f OB NAME : 20829 GLOBAL LOT 2 WALNUT - EJ9 op, ,� Scale: 0.3466 �'� WARNINGS: GENERAL NOTES, unless otherwise noted: TU$S: EJ9 1.Builder and rection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual p 40,OREGON �l(/� and Warnings before construction commences. building component.Applicabilty of design parameters and proper 2.204 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. (� { 3.Aatlib000 temporary bracing to Insure stability during consWctlon 2•Design assumes 8r tap and bottom chords to be laterally braced at y 2. P-}r. is the reapoaaMNty of dr erector.Additional permanent bracing or 2'o.c.and a110'o.e.respectively unless braces throughout their length by �� f 4, continuous sheathing such as Plywood sheathing(TC)and/or arywall(BC). /Lj � L`' TE: 4/18/2018 the overap Nome.is the responsibility of the building designer. 3.2a impact bridging r lateral bracing required where shown++ -I EQ.: K 4 514 4 71 4.No load anew a eppied to any component until efts a l bracing and 4.Inebsation of truss is the responsibility of the respective contractor. fasteners an complete and at no time should any loads greater than S.Design assumes busses are to be used In a noncorrosive environment. BANS ID LINK design leads Ss applied to any component. ahaaotea dry condition.of gsae. 5.ComWTrw r no control over and assumes no responsibility for Na 8.Design assumes full baring tel all auPPorls shown.Shim o wedge ifnece .l/� pEXPIRES: 12-31-2019 I fabrication,Noodling.shipment and Installation of components. 7.Design assumes adequate drainage is provided. April 1 9,2018 H.Thls design le Banished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center TPIIWTCA M SCSI,copies of which WS be furnished upon request. lines coincide with joint center lines. H.Digits Indicate size of piste In Indus. MITek USA.YIc./CorlpuTrus Software 7.8.8(1 L)-Z 10.Fe,basic connector plate design values see ESR-1311.ESR-1588(MITek) 1 i This design prepared from computer input by .. Pacific Lumber and Truss-BC • UMBER SPECIFICATIONS TRUSS SPAN 11'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 • T 204 OF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-7=(-221) 929 2-3=(-976) 394 B 2x4 DF #56BTR SPACED 24.0" O,C. W BS: 2x4 DF STAND 2-3=(-288) 516 7-8=(-223) 420 7-4=1 0) 259 3-4=(-523) 110 9-8=(-999) 180 LOADING 4-5=1-234) 152 8-5=1-426) 305 T LATERAL SUPPORT 0= 12"OC. NON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -97) 5 B LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF 1 TINS: 2-00-00 0-00-00 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) O ERHANGS: 29.0•' 18.0" 0'- 0.0" -109/ 721V -91/ 269H 5.50" 1.15 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 6.0" -199/ 668V 0/ OH 5.50" 1.07 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'l For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR LIVE LOAD. TOP 1c21,1).1c21,1). 2: Design checked for net(-5oc ._psfl uplift at 24 " .spacing. AND BOTTOM CHORD LIVE LOADSDS ACT NON-CONCURRENTLY. '- - --- --- - _.__'. VERTICAL DEFLECTION UNITS: TAT,L/240, TL=L/180 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 LL REFI. = 0.049" @ 0'- 8.4" Allowed = 0.529" • • 1-10 4-00-12 5-07-04 MAX TL CREEP DEFL = 0.067" @ 1'- 8.4" Allowed = 0.706" IMAX LL DEFL - -0.018" @ 13'- 0.0" Allowed - 0.150" MAX '1'L CREEP DEFL = -0.024" @ 13'- 0.0" Allowed = 0.200" 12 • 6.00 MAX HORIZ. IL DEFL - -0.004" 0 11'- 0.5" M-1.5X3 MAX HORIZ. TL DEFL - 0.006" 9 11'- 0.5" -7 Design conforms to main indforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.6ft, TCDL-9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, i M-3X4 Truss designed for wind loads in the plane of the truss only. I o in e o vc • M-3x9 • I 0 ico 1 O am n I 0 2 W. 44 8 M-3x6 M-1.5x3 M-3x4 ,• ), y j y y 5-09 5-09 c O R OF 2-00 11-06 1-06 y y ` �NGINE �ssio `� 89200PE �r JOB NAME : 20829 GLOBAL LOT 2 WALNUT - EJ101110 Oji Scale: 0.3566 •Aim. __ I WARNINGS: GENERAL NOTES, unless otherwise noted: Q Cr 1Truss• E J 10 Bander and erection contractor should be advised of e l General Notes 1.This design A based only upon the parameters shown and is for an individual �•, �OREGON �� end Wen*, before construction commences. building component.Applicability of design parameters and proper 4 w- 2.204 compression web bracing must be installed where shown.. incorporation of component is Me responsibility of the budding designer. Y2ti `�- 3.Additional temporary bracing b insure stability during consWcnon 2.Design assumes IM top and bottom chords to be neugey braced at O 14, is the reepee. IMy of the erector.Additional permanent bracing ! 2'o.c.and at 10'o.c.respectively unless braced throughout Neu length by ‘,.„)..v... D TE: 4/18/2018 the overall Osmium is the responsibility of the building designer.o continuous sheathing such as plywood sheathing(TC)and/or drywan(BC). illii V T'Q. 4.No load should beapplied to an t II ga 3.I2.nstallation bridging w thelatresponsibility of required reepen.cowhere shown,actor. R11.1. V S K9519472teany aver al brawn and 4.Design ner see iem•oneBb seewn.rsepepnvewntiad«. fasteners aro complete and al no line should any loads greater than 5.Design assumes trusses are s e.used In a noncorrosive environment, T piN S I D: LINK design loads Om applied to any component. arra am«'dry condition.of use. 5.Comp/Bus hoe m control over and assumes no responsibility for the 6.Design assumes(MI beating et all supports shown.Shim or wedge if EXPIRES: 12-31-2019 mcesfabrication,handing.shipment and tie anaupm of components. "" April 19,2018 6.The design Is Swished subject to the Im0a0ons Oct forth by 7.Design had beelo elect no drainage face is Provided. 8.Plats she/ located an both laces of Inns,end placed so Meir center TPI/WTCA M(SCSI,copies of which ere be furnished upon request. Ines coincide with joint canter Pres. MTek USA.NtcJCom uTres Software 1 LE 7.8.8 - 9.Digits indicate size of pate in Indere.( 10.For basic connector plate decign values see ESR-1311,ESR-1988(MiTek) I This design prepared from computer input by Pacific Lumber and Truss-BC • LIMBER SPECIFICATIONS TRUSS SPAN 11'- 6.0" IBC 2015 MAX MEMBER FORCES 4148/GDF/Cq=1..00 T(a: 2x9 DF #16BTR LOAD DURATION INCREASE = 1.15 1- 2-) 0) 101 2- 7-1-238) 398 2- 3=(-1033) 951 B : 2x9 DF #1613TR SPACED 24.0" O.C. 2- 3=1-286) 516 7- 8-) -56) 69 7- 4-) -113) 197 W S: 2x9 OF STAND 3- 9=1-502) 168 7- 6=( -217) 959 LOADING 9- 5=( 0) 0 6- 8=1 -429) 330 T LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 9- 6-(-398) 173 B LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA N E. 2x9 BRACING AT 24"01 UON. FOR LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) A FLAT TOP CHORD AREAS NOT SHEATHED 0'- 0.0" -179/ 755V -50/ 1408 5.50" 1.21 DF ( 625) = LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 6.0" -155/ 469V 0/ OH 5.50" 0.75 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. L INS: 2-00-00 0-00-00 BOTTOM CHORD CHECKED FOR LIVE LOAD. TOP COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 0 RHANGS: 29.0" 0.0" AND BOTTOM CHORD LIVE LOADSDS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: 11,1/240, TL=L/]80 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" M- .5x9 or equal at non-Structural MAX LL DEFL = 0.048" @ 6'- 6.0" Allowed = 0.529" v tical members (uon). 10-11-11 0-06-05 MAX TL CREEP DEFL = -0.079" @ 6'- 6.0" Allowed = 0.706" * For hanger specs. - See approvfed-prlans T T MAX HORIZ. LL DEFL = -0.003" @ 11'- 4.3" 1-10 4-04-08 4-09-09 -11-09 MAX HORIZ. TL DEFL = 0.003" @ 11'- 4.3" Design conforms to main indforce-resisting 6-06 system and components and cladding criteria. S 12 Wind: 190 mph, h=22.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-4x6 M-3x4 6 -/ E m M-3x4 ,--- 0 l M r� 11 O f �� 2'� 7 r♦ 8 M-3x6 M-3x4 M-1.5x3 y 6-02-08 y y 5-03-08 �cO PROFS ), 2-00 ), 11-06 y c��ENGINEER% . 89200PE sarp' JOB NAME : 20829 GLOBAL LOT 2 WALNUT - EJ11 - .e. Scale: 0.3382 ��// WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and emotion contractor should be advised of all General Notes 1.The design Is based only upon the hers shown and is for en individual Ai Tlru S s: E J 11 end Warnings before constmoeon commenees. building component.Applicability of design parameters and proper e1 OREGON k x.2e4 compression web bradng must be installed where shown+. Incorporation or component is the responsibility or the building designer. 2. 3.Additional bracing to Insure dad dud 2.Design assumes the cop and bottom chorda to be laterally braced al O Y 14 \J ImLflly g Ip during nt construction 2'o.c.and al 10'u.o.respectively unless braced throughout their length by (,/ Y' ,S is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaI110C). {!V1 D TE: 9/18/2018 the overall eYuclure is the Iso of the building designer. 3.2e Impact bridging or H.re bracing required where shown+t M C) S Q. : K 4 514 4 7 3 0.No bad should m rete and to any time componenthouluntil after all bracing and 4.Installation of truss is the nee to be usedy or me respective contractor. (� L fastened are complete and at no should any loads greater than 5.Design assumes trusses are m be in a non-corrosive environment, and are for condition'of use. i r� ry �4 ANS I D: LINK design lords M applied o any component. 6.Design assumes full bearing al all supports shown.SMm or wedge i( EXPIRES: !2'J1'GQ 19 s.Corm/tams he no control over and assumes no responsiNety for de ecoeeary. fabsdsignisfrng.eNarwnta�inalilaepnofcomponents. 7.patesshsumesedegaemdthfageisprusded. April 19,2018 6.This design is furnished subject b the limitations set forth by S.plates shag a boated an bslb faces of hues,and placed se their center TPIAYICA N SCSI.copies of wNM will be fumished upon request. lines coincide with joint center tines. 9.Digitsindicate eizeof pule In inches.USA,Ina/Con uTrua Software 7.6.8(11)-E 7o For basic connector platy design values see ESR-7371,ESR-1966(MiTak) This design prepared from computer input by Pacific Lumber. and Truss-BC UMBER SPECIFICATIONS TRUSS SPAN 11'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Ca=1.00 2x4 DF #1&BTR LOAD DURATION INCREASE - 1.15 1- 2=( 0) 101 2- 7=1-237) 398 2- 3-(-1033) 432 • 2x4 DF #1&BTR SPACED 29.0" O.C. (BS: 2x4 OF STAND 2- 3= -286) 516 7- 8=( -54) 72 7- 4=( -113) 198 3- 4=()-502) 151 7- 6=( -221) 454 LOADING 4- 5=( 0) 0 6- 8-1 -429) 262 LATERAL SUPPORT 0- 12"0C. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 4- 6-1-398) 158 LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HOBO BRG REQUIRED BRG AREA ...YE: 2x4 BRACING AT 24"0C UON, FOR LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) L-FLAT TOP CHORD AREAS NOT SHEATHED 0'- 0.0" -169/ 755V -50/ 1408 5.50" 1.21 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 6.0" -100/ 469V 0/ OH 5.50" 0.75 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. TINS: 2-00-00 0-00-00 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP -- -'--- - -- -- - ---- -- p --- • ERHANGS: 24.0" 0.0'• [COND. 2: Design checked for net(-5 psf) uplif t_at 24 "oc spacing AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: L1=1/240, T1=1/180 ! MAX LL DEFL - 0.040" @ -2'- 0.0" Allowed 0.200" /1 For ranger specs. - See approved plans 8-11-11 2-06-05 MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" MAX I,1, DEFT. - 0.061" @ 1'- 8.4" Allowed - 0.529" MAX TL CREEP DEFL = -0.074" @ 6'- 6.0" Allowed - 0.706" 1-10 4-04-08 2-09-03 2-06-05 f f / f f MAX HORIE. LL DEFL = -0.003" @ 11'- 4.3" MAX HORIZ. TL DEFL = 0.003" @ 11'- 4.3" 6-06 T f Design conforms to main indforce-resisting 12 system and components and cladding criteria. 6.00 Wind: 140 mph, h-21.6f t, TCDL=9.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWi'RS(Dir), M-9x6 load duration factor-1.6, End vortical(s) arcexposed to wind, q M-3x4 Truss designed forwind loads 6 in the plane of the truss only. C- se ll M-3x4o 11 3 r 0 m OIIIIIIIIIIIIIIII o a� I m m rig o 2�� -/ M-3x6 M-3x4 M-1.5x3 1 b > 6-02-08 5-03-08 ���Ep PROFFss 2-00 11-06 cs ‘AGtNEF41 ©2 ....•-. 892GGPE 9r 40B NAME : 20829 GLOBAL LOT 2 WALNUT - EJ12 •• Scale: 0.4007 WARNINGS: GENERAL NOTES, unless otherwise noted. / /r 7l ru s s: EJ12 1.Builder and r ceon contractor should be advised of all General Notes 1.This design'o based only upon the parameters shown and is for an individual �G ", OREGON px pi and Warnings before stmcbon commences. building component.Applicability of design parameters and proper 2.2x4 compression web baring must be installed where shown+. incorporation of compenenl Is the responsibilityof the',hiding designer. 3.Additional temporary bracing to insure stability during covet ucthn 2.Design assumes the tap and bottom chorda to be laterally braced at i0 "91' 14 1 i' Is the responsibility of the erector.Addldenal permanent bracing of a ntinc.and at 10 hin.respectively a vply unless braced(7G)and/or their length). ilip TE: 4/18/2018 Me overall alar uns is the responsibility of the buikl'vg designer. continuous sheathing such as plywood sheat where and/or drywall(BC). 4.No load should be applied to any componentuntil afterbracing and 3.2a impact bilging or lateral rel bracing required where shown++ R R{LL EQ. : K 4 514 4 7 9 fasteners are complete and al no time should y loadsgreater thans.Design a.ation elmea waaaeess responsibility w be�Ised f aenro�.eo��a contractor.lk RANS ID: LINK design keaw.ppuedloany component. and are for•mycondivan•ofuse. 6.CompuTma hos no control over and assumes no responsibility for the 6.Design assumes full bearing at ad supports shown.Shim or wedge it EXP i RES: 12-31-2019 fabrication.heading,shipment and installation of components. necessary. resided. April 19,2018 6.This design is furnished sto the limitations set kin by 7.Design assumes adequate drainage is p8.Plates shad be located on both faces of buss,and placed so(heir center TPIMRCA M BCSI,copies iess aot f e which will be furnished upon request. lines coincide with joint center lines. MITek USA,M1C.IC 9.Digits indicate slue of plate in inches. ompuTrus Software 7.6.8(1L)-E 10.For bask connector plate design values see ESR-1311,ESR-1986(Mask) Millj This design prepared from computer input by Pacific Lumber and Truss-BC MBER SPECIFICATIONS 2x4 DF 411TRUSS SPAN 11'- 6.0^ IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 BTR 2x4 DF LOAD DURATION INCREASE = 1.15 1- 2-( 0) 101 2- 7=(-208) 398 2- 3=(-1033) 387 F1&BTR SPACED 24.0" O.C. 2- 3-(-286) 516 7- 6=( -55) 74 7- 4=( -113) 179 BS: 2x4 DF STAND 3- 4=(-5021 108 7- 6=1 -189) 454 LOADING 4- 5=( 0) 0 6- 8=( -929) 210 LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-398) 125 LATERAL SUPPORT <= 12"OC. SON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED 8RG AREA NbTE: 204 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) A..L FLAT TOP CHORD AREAS NOT SHEATHED 0'- 0.0" -149/ 755V -50/ 139H 5.50" 1.21 DF ( 625) -F LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 6.0" -57/ 469V 0/ OH 5.50" 0.75 DF ( 625) ai' REQUIREMENTS OF SBC 2015 AND SRC 2015 NOT BEING MET. TINS: 2-00-00 0-00-00 OVERHI BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD- TOP FOND. 2: Design checked for net(-5 psf) uplift at 24 "ocspac ng. I ANGS: 24.0" 0.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. '- - -- - VERTICAL OEFLECTTON LIMITS: LL=L/240, TL=L/180 .1 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" MAX For hanger specs. - See approved plans TL CREEP DEFL = -0.096" @ -2'- 0.0" Allowed - 0.267" MAX LL DEFL = 0.068" @ 1'- 8.4" Allowed = 0.529" 6-11-11 4-06-05 MAX TL DEFL = 0.078" @ 1'- 8.4" Allowed = 0.706" 1' 'f f MAX HOR11. LL DEFL - -0.003" @ 11'- 4.3" 1-10 4-04-08 0-09-03 4-06-05 MAX 00RIZ. TL DEFL = 0.003" @ 11'- 4.3" Design conforms to marwindforce-resisting 6-06 system and components and cladding criteria. 12 Wind: 140 mph, h-21.lft, TCDL=4.2,BCDL-6.0, ASCE 7-10, 6.00 M=4x6 5 (All Heights), Enclosed, Cat.2, Exp.B, MW k'RS(Dir), load duration factor-1.6, q M-3X4 End vertical(s) arc exposed to wind, Truss designed for wind loads Din the plane of the truss only. 1.. .' MilMINEI M-3x4 0 . 3 r- o 2�m. m r8 1 M-3x6 M-3x4 M-1.5x3 6-02-08 5-03-08 b y 2-00 11-06 l � a4 �I�D�rV ,SI �NG{NFF� `S/( 2* 9200PE v' SOB NAME : 20829 GLOBAL LOT 2 WALNUT - EJ13 Scale: 0.4132 WARNINGS: GENERAL NOTES, uNess otherwise noted: t. r u s s• EJ13 1Builder erie erection contractor should be advised or all GeneralNotes This design s basad only upon the parameters shown and is for an individual '3! ,�OREGON tel(/ and Warnings before construction comreencea. bolding component.Applicability of design parameters and proper *_ 2.244 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of Me building designer. Vs 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom cholla to W laterally braced eat n �� j/ 1 4t- Is the repor�ISWIy of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by G TE: 4/18/2018 the overall swrnare is the reaponsaili2n lap sus sheathing such as plywood sheathing(TC)andlor tlrywell(BC). 1�i///��� b of the butl blo . 3.2n Impact bridging or lateral bracing required where shown♦a ay� �'�� l''' EQ. : K4 J 14 4 7 cJ 4.No load ahold be applied to any component until after all bracing and 4.Installation of Was is the responsibility of the respective contractor. fasteners are eompble and at no time should any loads greater than 5.Design assumes trusses are to be coed'n anon-certosice environment, 'IRAN S I D: LINK design batiste applied b any component. and are for•dry condition•of use. 5.CompuTrw km no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.SMm or wedge if EXPIRES: 12-31-2019 fabrication,funding,sNpment and installation of components. necessary. 7.Pltes shallassum sadedon drainage is troea,en April 19,2018 8.This design Y banished subject l the limitations set kin by e.Plates ted be located on both laces of Wee,and paces so thein center TPIIWTCA In SCSI,copies of which wlN be furnished upon request. Nnee coincide wdth joint center Nines. Wok USA,NcJCom uTrus Software 7.8.8 1 L E 9.Diggs indicate size of plate In inches. p ( )- 10.For bask connector plete design values see ESR-1311,ESR-1988(MiTek) • This design prepared from computer input by IIS Pacific Lumber and Truss—BC L JMBER SPECIFICATIONS HIP CORNER RAFTER „ CHORDS: LOAD DURATION INCREASE — 1.15 LOADING T 2X9 DF 81&BTR TOP CHORD LL + DL = 32.0 PSF 2x6 DF #1&BTR 12 / 9.24 M-5x8 M-3x6(S) M-3x6 WO M-3x8 *e co o provide support @ 48"o.c. o __._ _ ._ __ __ __._ _y 19-09-03 3-01-08 2-09-09 y .( ..' PRQFFScS' ,� INEF� /ate `r' ..:-;..89200PE v 4OB NAME : 20829 GLOBAL LOT 2 WALNUT — ER -- - -_ Scale: 0.3622 , ���.�,' WARNINGS: GENERAL NOTES, odes,otherwise noted: 1111 ir Truss: E R 1.Builder and auction contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual p OREGON Lii and Wamnga before conviction commences. building component.Applicability of design parameters and proper 2.204 compreeaien web bracing must be installed where shown+. Ucwpwellon or component is the responalbikty of the building designer. Git/ t, ,\ 3.Additional taapoary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at < Y 20 �4 Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.rcowls go plywood a braced throughout their length by O (e}1 TE: 9/19/2018 the overall eblrature is the responsibility of the building designer. coatmaoue sheathing or aurin as required n where,ander drywantecl. yrs ty 93,2x Impact brit lee tIre bracing shown++ Q 11A- EXPIRES: � Q. K4 rJ 19 9 7 6 4.No load atwtad M applied to any component anal soar all bracing and 4.Installation of was is the responsibility of the respective contractor. !� fasteners aro complete and et no time should any loads greater than 5.Design assumes trusses are to be used U a noncorrosive environment, ANS I D: LINK design lo.dsr applied to any canPonard. arra are for y condition"or use. 5.CnmpuTlus W no control over and assumes no responsibility for the 6.Design assumes full bearing al all supports shown.Shim or wedge if IXPI R EaS: 12-31-2019 fabrication,Ilandll^g,shipment and installation W components. neceawry. 8.Pates shall assumes drainage`o hiss, April 19,2018 6.This design teNnuhee subject d the 11 Ne hone sal IoM by 8.Fortes be locates an both race:of Was,aM placed so their center TPgWTCA M SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. Wed USA,bc./Com uTrus Software 6.2.3(11.)-Z 8.Dlgila Indicate size of plate in inches. p10.For bests connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC 1 • LBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" INC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 T : 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-) 0) 101 2-5-(0) 0 2-3=1-627) 338 B : 2x4 DP 91&BTR SPACED 29.0" O.C. 2-3=(-281) 508 B LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VER W S: 2x4 DF STAND 3-4=( -89) 98 LOADING T LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF _' MAX HORS BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) I'1 L INS: 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) OVERHANGS: 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 INC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP _ _ PROVIDE FULL BEARING;J[ 2,5,3_... AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. rCOND. 2: Des lip checked for net(-5 psf) uplift at 24 "oc spacing. I 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 = -0.096" @ -2'- 0.0" Allowed = 0.267" T T MAX TC PANEL LL DEFL - 0.004" @ 1'- 0.8" Allowed - 0.127" MAX TC PANEL TL DEFL = 0.005" @ 1'- 1.6" Allowed = 0.191" 12 6.00 1;7" MAX HORIZ. LL DEFL - -0.003" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 1'- 10.9" Design conforms to main wind'Oorce-resisting system and components and cladding criteria. M-3x94 140 mph, h=19.8ft, TCDT.=4.2,BCDI.-6.X, ASCF 7-10, 4 -2 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor-l.6, Truss designed for wind loads 104in the plane of the truss only. a .a I r /- o O �� o 2 111101 5 -/ M-3x6 y y y 2-00 2-00 ��c o PROpFs ,.. %\AGINEF14 `S'/Q 2 4, :9200PE 9< ,0B NAME : 20829 GLOBAL LOT 2 WALNUT - ESJ1 Scale: 0.6895 '` ®� . J� WARNINGS: GENERAL NOTES, unless omesolee noted: V [�" 'lir U S S ESJ1 1.Builder and erection contractor should be advised of ad General Notes 1.This design is based only upon the parameters shown and is for an individual 7 OREGON L(/ : and Wanting.before iruction commences. bWdng wnponenl.Applicability of design parameters and proper 2.244 wmpreaM web bracing must be installed where shown a, inwryoratian of component Is the responsibility of the building designer. G 3.Additional temporary bracing m assure ctebrllty during construction 2.Design assumes the top and bottom chords to be laterally braced al '441 A 2O` �� Is the responsibility of the erecter.Additional permanent bracing of 2'o.c.and al 10'o.c.respectively unless braced throughout their length by {y/ `i 1 ,.S continuous ahealhirg such as plywood sheathing(TG)ate/en dywall(BC). � ��NV D TE: 4/18/2018 Ne overall slardure h Re responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+« Q. : K 4 5 1 4 4 7 7 4.No load show be applied to any component until after all bracing and 4.Installation of buss u the responsibility of the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes busses are to be used In a non-corrosive environment, ANS ID: LINK design mads beapplied teany oemponn and are for de�anemn of use. 5.CornpuTNs los no control over and assumes no responsibility for the 6.Design assumes favi beanrg at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication.hooding.shipment and inslallatmn of components. raceme/. eu 7.Datn.alones adequate a Ga face Is buse, April 19,2018 6.This design it famished subject to the limitations set form by 8.Rates shall be located n both faces of was,and placed no their comer TPIAANTCA in SCSI,copies of which wilt be furnished upon request. lines coincide with joint center Knee. 9.MiTek USA,Inc.ICompuTrus Software 7.6.8(1L)-E 10.For its Indicate size of plate In te�ea bask connector piste design values see ESR-1311,ESR-t933(Wei) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #158TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-5=(0) 0 2-3=1-605) 282 BC: 2x9 DF #1513TR SPACED 29.0" 0.C. 2-3-1-288) 519 WEBS: 2x4 DF STAND 3-4=( -58) 48 LOADING T LATERAL SUPPORT 0- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF TOTAL LOAD = 92.0 PSF LL - 25 PSF Ground Snow (Pg) B LATERAL SUPPORT <= 12"OC. (JON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) L TINS: 2-00-00 2-00-00 0'- 0.0" -122/ 4880 -16/ 1058 5.50" 0.78 DF ( 625) 1'- 9.2" 0/ 180 0/ OH 5.50" 0.03 DF ( 625) O ERHANOS: 24.0" 0.0" 3'- 11.7" -53/ 113V 0/ OH 1.50" 0.18 DF I 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. IIPROVI DEFULL BEARING;pt 295,4 I I BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP L--' - AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOI4D_2: Design checked for net(-5 psf) uPlift at 24 c spacing. 1 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 DEFL - -0.046" @ -2'- 0.0" Allowed = 0.267" f f MAX IC PANEL LL DEFL - -0.003" @ 1'- 1.2" Allowed = 0.127" MAX TC PANEL TL DEFL = -0.002" @ 1'- 3.3" Allowed = 0.191" 12 6.00 MAX HORIZ. LL DEFL = -0.015" @ 3'- 10.9" MAX HORIZ. TL DEFL - -0.015" @ 3'- 10.9" 4 -/ Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=20.3ft, TCDT;4.2,BCLL=6.0, ASCE 7-10, `�• (All Heights), Encloses, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-3x4 Truss designed for wind loads n the plane of the truss only. 3 I r O PM O MIMI I O 21002.41 AMIN 1 M-3x6 i' y y y 2-00 2-00 1-11-11 '<'.'(' PR°��ss OGtNE,e . > 2 :92 0P 9v LOB NAME : 20829 GLOBAL LOT 2 WALNUT - ESJ27411P • Scale: 0.6279 -. WARNINGS: GENERAL NOTES, unless otherwise noted: Cr truss: E S J2 1.Builder and eviction contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and H for en individual 12. A. A OREGON I �l i end Walairp before concoction commences. building component.Applicability of design parameters and proper 2.200 compression web bracing must be installed where shown 0. Incorporation of component is the responsibility of the building designer. �t ‘ �a 3.Additional temporary bracing b Weare stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ..j{� Is the reof the erector.Additional2'a.c.and at 10'0.a 1 unless braced throughout(heir length 0w ep,o 1tHypermanent bracing of continuous sheathing such as plywood sheathing(Tndlor d lllBC, O /4, VVI TE: 4/18/2018 the overall sbucWre is the responsibisty of the building designer. Mira( ) M�e l���� 3.2z Impact bridging or lateral bracing required where shown++ C 0.No load should ba applied to any component until after all bracing and 4.Installation of buss Is the responsibility EQ.: K4514478on 90.respective contractor. fasteners an complete and at no lime should any loads greater than 5.Design assumes trusses are to be used M a noncorrosive environment. RANS I D: LINK design loads w applied to any component. and are for'dry condition.of use. 5.Campalnls r no control over and assumes no responsibility for the 8.Design assumes fop bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication.headline,shipment and installation of components. 7.necessary. esig assumes adequate drainage is provided. April 19,201 8 8.This design Y banished subject to the limitations set forth by 8.Plates shall be located on both faces of buss,and placed so their center TPIIWTCA M SCSI,copies of which will be furnished upon request. tinea coincide 0190 joint center lines. 9.Diggs Indicate size of plate in inches. MiTek USA,NW/CempuTrss Software 7.6.8(1L)-E 10.For bask connector plate design valves see ESR.1311.ESR.1988(MiTek) I - This design prepared from computer input by Pacific Lumber and Truss-BC • , Lf}MBER SPECIFICATIONS TRUSS SPAN 5'- 11.7'• IBC 2015 MAX MEMBF.R FORCES 4WR/GDF/Cq=1.00 TQ: 2x4 DF8S&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-5=(0) 0 2-3-N613) 244 B 254 D-F 51&BTR SPACED 24.0" O.C. 2-3=1-285) 514 W BS: 2x4 DF STAND 3-4=( -83) 77 I LOADING Ttl LATERAL SUPPORT A- 12"OC. ION. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF B LATERAL SUPPORT 0= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSI LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LHTINS: 2-00-00 2-00-00 0'- 0.0" -125/ 516V -24/ 136H 5.50" 0.83 DF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 9.2" 0/ 18V 0/ OH 5.50" 0.03 DF 1625) OVERHANGS: 24.0" 0.0" 5'- 11.7" -83/ 177V 0/ off 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 CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICONS. 2: Design checked for net(-5 psf) uplift at 24 oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" 5-11-11 MAX TT, CREEP DEFT. = -0.046" @ -2'- 0.0" Allowed = 0.267" f f MAX TC PANEL LL DEFL = 0.012" @ 1'- 5.9" Allowed = 0.127" MAX TC PANEL TL DEFL = 0.006" @ O'- 11.1" Allowed = 0.191" 12 4MAX HORIE. LL DEFL - -0.053" @ 5'- 10.9" 6.00 ' MAX HORIZ. TL DEFL - -0.051" @ 5'- 10.9" Design conforms to main windforce-resisting system and componentsand cladding criteria. Wind: 140 mph, h=20.8ft, TCDi.4.2,BCDL=6.0, ASCE 7-10, (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads .6. n the plane of the truss only. M-3x4 r 0 iiiii1- 2►� 5�� 1 M-3x6 y 1 l y 2-00 2-00 3-11-11 RSO PROS 2 4t-.4.1 =92 OP C' JOB NAME : 20829 GLOBAL LOT 2 WALNUT - ESJ3 Scale: 0.5828 ) s WARNINGS: GENERAL NOTES, unless otherwise rwled: ' Cr •T•T ll S s: ESJ3 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 -f7L OREGON �c and Warnings before construction commences. building component Appllcabnty of design parameters and proper 2 204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. ^� �+ 3.Additional temporary bracing b insure stabliy during construction2.Design assumes the top and bottom chords to be laterally braced at . ..j{,� Is the W the erector.Additional 2 o.c.and at 10'u.c.respectively unless braced throughout their length by + D TE: 4/18/2018 reapar.eNy permanent bracing or continuous r dgorg sheathing such as plywood sheathing(TC)and/or tlrywall(BC). 1.4 1 KV the overall esrckea is the responsibility n the Wilding designer. 3.2s Impact bridging or lateral bracing required where shown r v �� Q.: K4514479 d.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contract r. jZ fasteners ens oemplete and at no time should any loads greater than 5.Design assumes muses are to be used In a nal-corrosive environment, ANS ID: LINK design kavasbeappgedtoanycomponent and are o'dry condition.of use. 5.CompuTma Ms no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if .I(� .l pEXPIRES: 12-31-2019 fabrication,hooding,shipment and installation of components. 7.Desigassumes adequate drainage is provided. to I J,20 1 V B.This design Y{wished subject to the limitations set forth by 8.Plates shag be boated on beth faces of buss,and placed so their center TPIWTCA In SCSI,copies of which will be furnished upon request lines coincide with joint center Ones. 8.Digits indicate size of plate in Itches. MITek USA,InciCompuTrus Software 7.6,6(1 L)'E 10.For basic connector plate design vektes see 050-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC L MBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 T : 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-5=(0) 0 2-3=(-628) 210 B : 2x9 DF #1&BTR SPACED 24.0" O.C. 2-3-(-281) 507 W BS: 2x4 DF STAND 3-4=(-108) 106 LOADING • T LATERAL SUPPORT 1- 12"0C. UON. LL( 25.0)+DL( 7.01 ON TOP CHORD - 32.0 PSF • B LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HOR'L BOG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) L TINS: 2-00-00 2-00-00 0'- 0.0" -135/ 564V -32/ 168H 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) O ERHANGS: 24.0" 0.0" 7'- 11.7" -113/ 242V 0/ OH 1.50" 0.39 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL I REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. [PROVIDE FULL BEARING;JL 2 5,9 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD- TOP I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. GOND. 2: Desitin checked �f or net(-5 ps T) uplift at 24 oc spat g ,, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 I 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 = 0.000" @ 0'- 5.5" Allowed = 0.054" 7-11-11 MAX BC PANEL TL DEFL = -0.000" @ 1'- 1.4" Allowed = 0.066" T f 4 MAX HORIZ. LL DEFL = -0.124" @ 7'- 10.9" MAX BORIZ. TL DEFL - 0.127" @ 7'- 10.9" I 12 6.00 0 Design conforms to main wrndforce-resisting system and components and cladding criteria. I Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. c .a 1 r o c M-3x4 i 001.1011,0 - 1 co o ii o1. 1111. 2 MEEN 5100201 -/ M-3x6 1 b ), y y j 2-00 2-00 5-11-11 ii w ��GINE 6> `z :9200PE 9< LOB NAME : 20829 GLOBAL LOT 2 WALNUT - ESJ4 - Scale: 0.5029 -' WARNINGS: GENERAL NOTES, unless Otherwise noted: ' M Truss: ESJ4 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is bran individual -r,�f ,4,OREGON k oto all Warnings before construction commences. Incorporation component.Applicability of design pay of the all proper 2.2x4 compremisn web bracing must be installed where shown+. Incorporalim of component is the responsibility of the building designer. 2�� 3.Additional temporary bracing b insure stability during construction 2.Design assumes the lop end bottom chords to be laterally braced al Is Imre d the erector.Additional D o.c.and at 10'so.respectively unless braced throughout their length by D TE: 4/18/2018 responsibility permanent bracing of contgwous shealNng such as plywood sheathing(TC)and/or drywzll(BC). } the overall Ordure applied the any comp of the budding designer. 3.2s Impact bridging or lateral bracing required where shown c e MFR ��„ Q.: K4 514 4 8 0 4.No load shade be applied to any component until afterall bracing all 4.Installation of Inns is the responsibility of the respective contractor. fasteners aro complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, ANSOtey loads ted and are for' condition of use. I D: LINK a cow to any component. assumes 6.Design assumes lull bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 5.CompuTnN Ira no conlyd over and aa9ame9 no recpmeibNNy for the necessary. .l(� .l fabrication,I�lding,shipment and installation of components. 7.Design assumes adequate drainage is provided. April I.7,20I 6.This design Is furnished subject la the limitations set forth by 8.Plates shall be located on both laces of buss,end placed so Meir canter 7PIIW7CA M SCSI,copies of which will be furnished upon request lines coincide with Mint center lines. MITek USA.IncJCom uTras Software 7.6.8(1L E 9.age Indicate size of plate in Inches. p to.For bask connector plate design values see ESR-1311,ESR-1988 MAMA) milimmmr1 • I I This design prepared from computer input by Pacific Lumber and Truss-BC MBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" INC 2015 MAX MEMBER FORCES 9WA/GDF/Cq=1.00 2x4 DF p16RTR LOAD DURATION INCREASE 1.15 1-2=( 0) 101 2-6=(0) 0 2-3=(-603) 151 • 2x9 DF dl&BTR BS: 2x4 DF STAND SPACED 24.0" O.C. 2-3-(-289) 519 3-4=(-192) 89 LOADING 4-5-) -83) 39 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE Bli LATERAL SUPPORT <= 12"OC. 00th. DL ON BOTTOM CHORD = 10.0 PSF L TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX SORE BAG REQUIRED BRG AREA LpTINS: 2-00-00 2-00-00 LOCATIONS REACTIONS REACTIONS SIZE. SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -66/ 184V -10/ 199H 5.50" 0.77 DF ( 625) OTERHANGS: 24.0" 0.0" 0/ 18V 0/ OH 5.50" 0.03 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 3.2" -176/ 375V 0/ OH 1.50" 0.48 DF ( 625) I REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 9'- 11.7" -55/ 132V 0/ OH 1.50" 0.21 DF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ---- -- ---- -- [PROVIDE FULL BEARINGbIts:2,6,4-5 j [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 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" I 9-11-11 MAX TC PANEL LL DEFL - -0.005" @ 1'- 5.9" Allowed - 0.127" '' - -T MAX TC PANEL TL DEFL = -0.005" @ 1'- 5.9" Allowed - 0.191" 5 , MAX HORIZ. LL DEFL -0.023" @ 9'- 10.9" MAX HORIZ. TL DEFL = -0.023" @ 9'- 10.9" 12 Design conforms to main windforce-resisting 11111(11111 6.00 system and componentsand cladding criteria. Wind: 140 mph, h-21.8f1, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.R, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. c =a o kr) 3 co o lE r I m o 2 WOM 6�� M-3x6 I I y y y <C��D PRoFFss 2-00 2-00 7-11-11 Cp 0GINE 5 /0 �' \••-•..89200PE �' 4OB NAME : 20829 GLOBAL LOT 2 WALNUT - ESJ5 // Scale: 0.4335 _APP WARNINGS; GENERAL NOTES, unless otherwise noted: 1 Truss: E S J 5 1.Builder and erection contractor should be advised of all General Notes 1.This des gn 0 based only upon the parameters shown and a for an Individual p 47 OREGON �1(j and Warnings before construction commences. building component.AppkaNtty of design parameters and proper be 2.2z4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the bulking designer. A 3.Additional temporary bracing b inure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ('ti0` �� Ili the reof the erector.Adddlonal Y o.c.end at 10'o.c.respectively unless braced throughout their length by G DATE: 9/18/2018 eporaMalty permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '14, vire overall stadium is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown+ 1EQ.: K 4 5 1 4 4 8 1 4.No load Moeda be applied to any component until after all bracing and 4.Installation of inns k the responsibility of the respective contractor. ��R L� 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, TIRANS I D: LINK design keds p applied to any component, and are for'dry condition'of use. 5.Commt u' km no control over and assumes no responsibility for the 6.Dee signu assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12-31-2019 fabrication,,handling, installationng,shipment installation of components. 7.DesigneSSassumes adequate drainage is provided. April 19,2018 6.This design b furnished subject to the limitations set forth by 8.Plates shall be located on both faces of buss,end placed so their center TPIIWTCA in BCSI.copies of which will be furnished upon request lines coincide with joint center lines. MiTek U nc. uTrus Software 7.6.8 1L 9.Digits indicate size of pate In inches. �'I /Com p ( )-E 10.For bask connector pleb design values see ESR-1311,ESR-1986(MiTek) • This design prepared from computer input by Pacific Lumber and Truss-BC MBER SPECIFICATIONS TRUSS SPAN 11'- 6.0" rCOND. 2: Design checked for net(-5 prof) uplift at 24 "oc spacing.. e 284 OF #1&BTR _. _., __- LOAD DURATION INCREASE = 1.15 2z9 DF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce-resisting BS: 2x4 DF STAND 9 system and components and cladding criteria. LOADING LATERAL SUPPORT <= 12"OC. SON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h-20.8ft, TCDL=9.2,BCDL-6.0, ASCE 7-10, LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=:.6, Truss designed for wind loads 1.5x4 or equal at non-structural 4 LL = 25 PSF Ground Snow (Pg) he the plane of the truss only. rtical members (000). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL � REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. INote:TI'uss design requires continuous ! bearing wall for entire span UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. < 5-09 5-09 _ - _. T < 5-10-12 5-07-04 _,_ T _... __- _._. j 12 6.00 M-5x6 12 6.00 6.0" 3/ / .6" M-1.5x3 M-1.5x3 111 Aftw f co _ o A o 2 Ar o 6 M-5x6 M-1.5x3 M-5x6 b 1 5-095-09 b b /- c 2-00 11-06 - 2 0�C�L PROP • ��`�NGINE�� s/�y �' :9200PE 9r 40B NAME : 20829 GLOBAL LOT 2 WALNUT - Fl - -. Scale: 0.5023 -- •T-� WARNINGS: GENERAL NOTES, unless otherwise noted: O 1.enBud W and vection contractor should brn advised of all General Notes 1.This design Is based only upon the parameters shown and is f«an individual -Sl�i 4/, OREGON �(tart � r u s s: Fl and Warnings before construction commences. busting corn Apel ty design parameters and %,w prof component nis t of tlea proper IX • I 2.244 compression web bracing must be installed where shown+. incorporation of is the responsibility of the building designer. N I 3.Additional temporary bracing b insure stability during construction 2.Design assumes the top and bottom charts io be laterally braced et jI 14, 2" 440?-3- Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10.o.c.respectively as ply unless braced)TC)on throughout their length by TE: 4/18/2018 the overall sbuGure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)s andlon tlrywall(BC). �Aa� 3.2x Impact bridging or lateral bracing required where shown r a % ('] �� E K 4 514 4 8 2 4.No load waw be applied to any component until eller all bracing and 4.Installation of was is ri.responsibility /� . tof 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, ANS I D: LINK design loads M applied to any component. dna are assumes NH be n•at use. 5.LonpuTma hes w cooled over and assumes no responsibility for the 6.Design assumes fus bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,lending,shipment and installation of components. necessary. 7.Design assumes adequate drainage lo busis, April 19,2018 6.This design SCSI, copies l to the limitations set bin by 8.Plates shall be located se both face:of code,and placed so their tamer TPVWTCA In SCSI,copies of wreck will be furnished upon request. fines coincide with joint center Anes. MiTek USA,YIC./Com UTNs Software 1 LE 7.6.8 - 9.Digits Indicate size of plate in inches. p ( 10.For basic connector plate design cakes see ESR-1311,ESR-1988(MITek) • This design prepared from computer input by Pacific Lumber and Truss-BC • LIMBER SPECIFICATIONS TRUSS SPAN 11'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 T0: 204 DF dl&BTR LOAD DURATION INCREASE = 1.15 1-2=( -13) 29 1-7-1-40) 384 1-2=( -544) 106 B(: 204 DF 41&BTR SPACED 24.0" O.C. 2-3-1-490) 137 7-5=(-40) 384 7-3-( 0) 257 WEBS: 2x4 DF STAND 3-4=1-4901 123 9-5=(-1011) 380 LOADING 4-5=1-286) 516 B1LATERALSUPPORT <- 12"OC. UON. LL( 25.0)+DL) 7.0) ON TOP CHORD = 32.0 PSF 5-6=( 0) 101 LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF • LiTINS: 2-00-00 2-00-00 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG ARTA LL - 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) O1ERHANGS: 0.0" 24.0" 0'- 0.0" -58/ 483V -69/ 54H 5.50" 0.77 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 6.0" -145/ 742V 0/ OH 5.50" 1.19 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. III .1 For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR SOPSF LIVE LOAD. TOP `COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. - - --- VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.066" @ 1'- 8.4" Allowed = 0.529" I MAX TL CREEP DEFL = 0.154" @ 9'- 9.6" Allowed - 0.706" 5-09 5-09 MAX LL DEFL = 0.040" @ 13'- 6.0" Allowed = 0.200" T f T MAX TL CREEP DEFL = -0.046" @ 13'- 6.0" Allowed = 0.267" 1-10 3-11 3-11 1-10 MAX H0R1Z. LL DEFL = 0.003" @ 11'- 0.5" T f f f _-"f MAX HORIZ. TL DELL = 0.005" @ 11'- 0.5" 12 12 6.00 H I M-4x9 6.00 Design conforms to main indforce-resisting 4 0 system and componentsand cladding criteria. 3 pf Wind: 140 mph, h=20.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, Ili% (All durati.$), Enclosed, Cat.2, Lope, MW F'RS(Ili:), load duration `_Enclose.6, Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x4 a, IN.rill 411111111111111%llat co MI i 7 ►e 5 6 M-3x6 M-1,5x3 M-3x6 % % % 5-09 5-09 % % ���t,p PROp4-, 11-06 2-00 Cso �GtAc I NEF9 X0'2 89200PE 9r OB NAME : 20829 GLOBAL LOT 2 WALNUT - F2 " _;:._�/ I Scale: 0.4757 �/'"� -� 111 WARNINGS: GENERAL NOTES, teas dhow/Ise noted: �" 1.Builder W wcson contractor mould be advised of all General Notes 1.This design is based orgy upon the parameters shown and Is for an individual TU S S: F 2 and Warningsbefore construction commences. building component. wbii f designtars and -4. O REG N 1(/ PonaAppli yosParome proper 2.2x1 companion web bracing moat be installed where shown u. Incorporation acomponentis gra responsibility of the albuilding ra designer. '46 2 ' 4^ 3.Additional temporary bracing to Insure stability during sonsWclion 2.Design assumes the tap and bottom chords to be laterally braced at O Y y A \7 is the remm ability of Bre erector.Additional permanent bracing of 2'0.0.and at 10'0.0.rsod,as sly unless braced throughout their length by 1 K s �y A continuous bridging on such as plywood sheathing(TI)and/or drywall(BC). MFS ��NV s GATE: 4/18/2018 the overall eY tore is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown.+ SEQ. : K 4 5 1 4 4 8 3 4.No load shore be applied to any component until after all bracing and 4.Installation of Truss is the responsibility of the respective contractor. fasteners an complete and al no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 'ARAN S I D• LINKdesign bads to applied to any component. and are for'dry condition•of use. 5.CompuTM los no coned over and assumes no responsibility for the 8.Design assumes kgbeating at all supports shown.Shim or wedge H .I(� EXPIRES.. 12-31-2019 fabrication.Wing,shipment and lnsWlatlon of components. 7.Design assumes adequate drainage is provided. April 19,2018 8.This design Y furnished subject to the limitations set forth by 8.Plates shall be located an both faces of buss,and placed so their center TPIIWTCA I.0001,copies of which will be Banished upon request. lines coincide with joint center ansa. MITek USA.Inc./CompuTfus Software 7.6.8(1 L)-E to.Digits basic connector platet designe in mea values see ESR-1311,ESR-1888(MITek) • 1 This design prepared from computer input by I Pacific Lumber and Truss-BC L MBF.R SPECIFICATIONS TRUSS SPAN 8'- 11.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 a T : 209 DF Al&BTR LOAD DURATION INCREASE = 1.15 1-2-( 0) 101 2-6=(-14) 270 2-3=(-600) 256 B 2x4 DF #1&BTR SPACED 24.0" O.C. LOADING 2-3=(-199) 450 6-9=(-19) 270 6-3=( 0) 196 W BS: 2x4 DF STAND 3-4=(-199) 950 3-4=(-600) 237 9-5-( 0) 101 T LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF B LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA O4ERHANGS: 29.0" 29.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) • LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -101/ 602V -53/ 53H 5.50" 0.96 OF ( 625) 8'- 11.0" -101/ 603V 0/ OH 5.50" 0.96 DF ( 625) M.j1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL v rtical members (uon). REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. j I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP - ---"- --'- AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" 9 -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.040" 9 10'- 11.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" 9 10'- 11.0" A:lowed = 0.267" MAX TC PANEL LL DEFL = -0.008" 9 2'- 6.8" Allowed - 0.317" MAX TC PANEL TL DEFL = 0.030" @ 6'- 2.2" Allowed = 0.475" 4-05-08 4-05-08 MAX HORIZ. TL DEFI, = 0.003" @ B'- 5.5" 4-03-12 4-07-04 1' '( Design conforms to main windforco-resisting 12 12 6.00 M-5x6 6.00 system and components and cladding criteria. 6.0" Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 35 T (All Heights), Enclosed, Cat.2, Exp.3, MWFRS(Dir), - - load duration factor-1.6, Truss designed for wind loads - in the plane of the truss only. M-1.5x3 Err M-1.5x3 co co o II 2 6 S?4 1 M-3x6 M-1.5x3 M-3x6 5 y y y 4-05-08 4-05-08 2-00 8-11 2-00 ,i1,0 PROp ,S' `0 NGtNEF�/0 Q� 2 :9210. - r' JOB NAME : 20829 GLOBAL LOT 2 WALNUT - G1 j� Scale: 0.5009 �dir WARNINGS: GENERAL NOTES, unless otherwise noted: Truss: Ci 1 • 1.Builder and erection contractor should be advised of all General Notes 1.This design u based only upon the parameters shown and is for an individual "5 O REGON if , and wam4lp before construction commences. building component Applicability of design parameters and proper REGON e� �(/ 2.2x4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. 2�� �-}- 3.Additional larporery bracing to Insure stability during conshiclion 2.Design assumes the top and bottom chords to be laterally braced al is the r of he erector.Additional 2'o.c.and at 10"o.c.respectively unless braced throughout their length by '41 14 eepnwetiity permanent bradng al continuous sheathing such as plywood sheathing(TC)and/or all SC. s D TE: 4/18/2018 the overall stnwure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+++ ( ) ��a R t 1 S Q. : K 4 514 4 8 4 4.No load should be applied to any component until alter all bracing and 4.Installation of tress is the responsibility of the respective contractor. {r fasteners anaemplete and at no time should any loads greater than 5.Design assumes hisses are to be used Inc noncorrosive environment, *ANS I D: LINK design lows w applied to any component. and are for-dry condition'of use. 5.CompuTNs w no control over and assumes no responsibility for he 8.Design assumes lull bearing at NI supports shown.Shim or wedge if EXPIRES: 12-31-2019 febdcatioer,handling.shipment and relegation of components. ne n 7.Designlssassumes b wed oor face is bane a. April 19,2018 8.This design Y furnished osubject to the limitationsblrswt forth by 8.Plates shag a bested one both faces of Wsa,and placed so their center TPIM/TCA h ECS(,copies of which will be famished upon request. linea coincide with joint center lines. e.Digits Indicate size of plate In inches. MITek USA,Enc./CompaTres Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) et This design prepared from computer input by Pacific Lumber and Truss-BC e Lt4HBF.R SPECIFICATIONS TRUSS SPAN 8'- 11.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF itl&BTR LOAD DURATION INCREASE - 1.15 1- 2-) 0) 101 2- 8=(-19) 272 2- 3=(-767) 359 BC: 2x4 DF dl&BTR SPACED 24.0" O.C. 2- 3=(-287) 518 8- 6=(-19) 272 8- 4-) 0) 191 WEBS: 2x9 DF STAND 3- 9=(-399) 71 5- 6=(-767) 359 LOADING 4- 5=1-344) 72 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-287) 518 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 101 TOTAL LOAD = 42.0 PSF L INS: 2-00-00 2-00-00 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 0 BHANGS: 24.0" 24.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -101/ 602V -53/ 53H 5.50" 0.96 DE ( 625) I REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 8'- 11.0" -101/ 603V 0/ OH 5.50" 0.96 DF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 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" MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed - 0.267" MAX LL DEFL = 0.032" @ 7'- 2.6" Allowed = 0.400" MAX TL CREEP DEFL = -0.095" @ 4'- 5.5" Allowed = 0.533" 4-05-08 4-05-08 MAX LL DEFL = 0.040" @ 10'- 11.0" Allowed = 0.200" 'J' 1 f 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 DEFL = 0.002" 8 8'- 5.5" 4 'r '' T T MAX HORIZ. TL DEFL - 0.003" 5 8'- 5.5" 12 12 6.00 IIM-4x4 v 6.00 Design conforms to main windforce-residing 4.0" system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDT:4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x4 1.1 M-3x4 3 O. 4 7- -7 co co rd o II II t 0 2>C 8 <(6 7 l M-3x6 M-1.5x3 M-3x6 7 b )' y 4-05-08 4-05-08 2-00 8-11 2-00 ) PROFFS ctf 89200PE f LOB NAME : 20829 GLOBAL LOT 2 WALNUT - G2 Scale: 0.5009 • WARNINGS: GENERAL NOTES, unless otherwise noted: I 1.Builder on contractor should be advised of all General Notes 1.This design u based only upon the parameters shown and is for an individual 7 "�OREGON�I ��(/� Y u S s: G2 and Warning*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 reaponsib lily o1 the building designer. 2. j 3.Additional temporary bracing to Haute stability during construction 2.Design assumes the top and bottom chords to be laterally braced at A Is the reeponalewry of the erecta.Additional permanent bracng of Y o.c.and at 10.o.c.respectively unless braced throughout their length by ,�" 4 s a'TE: 4/18/2018 the overall Pucka°is the responsibility r the building designer. conf oils sheathing such as plywood airedshean ere s andlor drywall(BC). MFR R'L�1/V1 ponsi ry o g3.2x Impact bridging or lateral bracing required where shown++ 'EQ. : K4 514 4 8 5 4.No load should be applied to any component until after all bracing and 4.Installation of buss is the responsibility of the respective contractor. fasteners ere complete and at no time should any toads greater than 5.Design assumes trusses are to be used n a noncorrosive environment. IRANS ID: LINK design loads beappliedtoanyeompor N. and are for*dry condbton•ofuse. S.CompuTnp 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 sooty. fabricationi hYMGng,shipment and installation of components. 7.Design sahallbedrainage is truss,a. April 19,2018 6.This design Y Perished subject b Na limitations set forth by 8.Plates shag be located on both faces of Was,and placed so their center TPliWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 0.1nclCom uTrus Software 7.6.8 1 L E 9.Diggs indicate size of plate n Inches.MiTek US D ( 18.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) l I 1 This design prepared from computer input by ' Pacific Lumber and Truss-BC L MBF.R SPECIFICATIONS TRUSS SPAN 20'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 4 T : 2x4 DF R16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 101 2- 8-1-184) 979 2- 3=1-1413) 467 B 2x9 DF Al&BTR SPACED 24.0" O.C. 2- 3=(-208) 443 8- 6=1-219) 979 3- 6=1 -259) 229 W BS: 2x4 DF STAND 3- 9=(-927) 209 8- 4=( -91) 489 LOADING 9- 5=(-927) 210 8- 5=( -259) 229 11 LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE 5- 6-1-208) 443 5- 6=(-1913) 967 H LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7-) 0) 101 TOTAL LOAD = 92.0 PSF OVERHANGS: 24.0" 29.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-j1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -192/ 1068V -110/ 1108 5.50" 1.71 DF ( 625) vertical members (uon). REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 20'- 0.0" -192/ 1068V 0/ OH 5.50" 1.71 DF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. - ---- CND. 2: Designs checked for net(-5 psf) uplift at 24 "oc spacing. . VERTICAL pat ng- VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - 0.040" @ -2'- 0.0" Allowed - 0.200" MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.033" @ 10'- 0.0" Allowed = 0.954" MAX TI, CREEP DEFL. _ -0.074" @ 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 = 0.015" @ 19•- 6.5" MAX HORIZ. TL DEFL = 0.024" @ 19'- 6.5" 10-00 10-00 T ' --- --- fDesign conforms to main indforce-resisting 5-00 5-00 5-00 5-00 system and components and cladding criteria. T -_ _. f T ,' _...__- -._-_--f Wind: 140 mph, h=75f t, TC Di:4.2,AC DL,=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir), 6.00 II M-4X4 '7.16.00 load duration factor-1.6, Truss designed for wind loads 4.0" in the plane of the truss only. M-3x6 M-3x6 Truss designed for 9x2 outlooks rs. 2x4 let-ins M-1.5X9 1,4-1.5x4of the same sr ze and grade as structural. top chord. Insuretight fit at each end of let-in. r M-3x6 +i M-3x6 permissible must be cut with care and are M-3x9 3.4 at inlet board areas only. 3 10 s e M-1.5x3 M-1.5x3 0 m f x jo 1 2 8 g6 M-3x6 M-3x8 M-3x6 1' y 10-00 10-00 y ,.<<,C4*- PR �Fc ,.<<,C4*- sS 2-00 20-00 2-00 �, 89200PE 9r' JOB NAME : 20829 GLOBAL LOT 2 WALNUT - H1 /fir' Scale: 0.2803 _-, WARNINGS: GENERAL NOTES, unless otherwise noted: V Truss: H 1 1. uilder and vection contractor should be advised of all General Notes 1.This design Is based only upon de parameters shown and k for an individual 7.., 4/OREGON and mi Warnings before construction commences. building component Applicability of design parameters and proper 2.2s4 compesaten web bracing must be installed where shown a. incorporation of component Is IM responsibility of the building designer. 2��...2?-1- 3. 2..4_ J.Additional temporary bracing to Insure sbbllity during construction 2.Design assumes the top and bottom chords to be laterally braced at i6 _7)' ` ..�{, Is the responsibility of the ereGor.Additional permanent bracing al 2'o.c.end at 10'ow respectively 0004uNess braced Throughout their length by r(�1 D TE: 4/18/2018 lep continuous bridging such as plywood sheathing(TC)de and/or drywatgecl. ���RIO- EXPIRES: � Toi the Durrell nsibilee is the rea°,si Additional the permanent g t trader. 3.20 Impact bridging or lateral bracing required where shown+a 4.No bad slaw be applied to any component until after all bracing and 4.Installation of Imes is the responsibility of the respective S Q. : K 4 514 9 8 6 5.Da assumes trusses are be easle a non aw�ere`eseem. fasteners are complete and al no time should any loads greater thansign ANS I D: LINK design loads he applied to any component. and are o-dry condition'or use. 9.CDmpuTme lora no control over and assumes no responsibility for the 8.Design assumes hili bearing al all suppose shown.Shim or wedge if EXP i RES: 12-31-2019 !,. fabrication,holding,shipment and installation of components. 7.Designaasssumes adequate drainage is provided. April 19,2018 6.Ohs design le Fmlahed subject to the limitations set forth by 8.Plates shall be located on both faces of buss,and placed so Meir center TPIIWLCA in SCSI,copies of which will be furnished upon request. knee coincide with)Dint center lines. B.D its Indicate she of plate It Meshes. MITek USA,InciCompuTtus Software 7.8.8(1L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC e LUMBER SPECIFICATIONS TRUSS SPAN 20'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 204 DF dl&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 101 2-10-(-143) 967 2- 3=(-1628) 519 BC: 2x4 DF dl&BTR SPACED 24.0" O.C. 2- 3=1 -288) 515 10-11-) -89) 703 4-10=) -168) 186 WIBS: 2x4 DF STAND 3- 4=1-1164) 274 11- 8=1-191) 967 10- 5=( -87) 332 LOADING 4- 5=1-1058) 277 5-11-) -87) 332 TC LATERAL SUPPORT <= 12"OC. 50N. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6-1-1058) 277 11- 6=1 -168) 186 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIP 6- 7=1-1165) 274 7- 8=(-1628) 519 TOTAL LOAD = 92.0 PSF 7- 8=1 -288) 515 LHTINS: 2-00-00 2-00-00 8- 9=1 0) 10]. LL = 25 PSF Ground Snow (Pg) OI4ERHANGS: 24.0" 24.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -142/ 1068V -110/ 110H 5.50" 1.71 IF ) 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 20'- 0.0" -142/ 1068V 0/ OH 5.50" 1.71 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFT. _ -0.046" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.087" @ 6'- 8.0" Allowed - 0.954" MAX TL CREEP DEFL = -0.183" @ 6'- 8.0" 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 = 0.013" @ 19'- 6.5" MAX I IORIZ. TL DEFL = 0.021" @ 19'- 6.5" 10-00 10-00 Design conforms to main windforce-resisting 1-10 3-02 5-00 5-00 3-02 1-10 ,� ,� system and componentsand cladding criteria. 12 12 Wind: 140 mph, h=15ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, 6.00 M-4x6 ' 6.00 (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir), load duration factor=l.6, 4.0n us designed for wind loads 5 6f-. inthe piano of the truss only. lit rIl"11-1.533 M-1.5x3II, I li M-3x6 M-3x6 co , ur i o1 em o 1 2 10 11 �8 7M-3X6 M-3x4 M-3x4 M-3x6 I , y > .‹ie cEp PROFFs 6-08 6-08 6-08 2-00 20-00 2-00 mac' 2 �" :9200PE ter' 0B NAME : 20829 GLOBAL LOT 2 WALNUT - H2 Scale: 0.2678 -1111. WARNINGS: GENERAL NOTES. unless otherwise noted: 4 CC 1.Builder and election contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and'storm individual "P:4. I ru s s: H2 end wam.ge befoe construction commerces. building component.Applicability of design parameters and /�,OREGON proper F� I` 1 2.244 compression web bracing must be.stalled where shown+. iti incorporation of component is the responsibility of the building designer. �} { 3.Additional temporary bracing to Insure stability during consWCUon 2.Design assumes the top and bottom chords to be laterally braced at <O _7)' y 4 2°I‘ �-A- Is the reapor.Ylity of the erector Additional poneonoet bracing of 2'o.c.and a110'cine.respectively unless braced throughout(hair length by 7 1 �S ggg ,TE: 4/18/2018 the overall gesture is the responsibility of the building designer. continuous sheathing such as plywood sheath often)and/or drywalt(BC). {!VY 3.2x Impact bridging o lateral bracing required where shown++ FR R I Lk- 1EQ. : K 4 514 4 8 7 4.No load shay be applied to any component until after all bracing and 4.Installation of truss Is the responsibldy of the respective contractor. fasteners ace complete and at no time should any loads greater than 5.Design assumes busses are to be used.a non-corrosive environment, IRAN S I D: LINK design bads be applied to any component. and are for'dry conU be4n of use. 6 CompoTme les no control over and assumes no responsibility for the N.Dellen assumes fubeanrg d all supports snows.sem or wedge if EXPIRES: 12-31-2019 fabrication,heeding,shipment and,nstalelion of components. Ap ri I 1 9,201 8 eery. 7.Design assumes o ed o b drainage is buss,a. 6.The design Y evnlahed subject to the limitations Oct forth by 8.PYtos shall be located on boss(aces of boas,and placed so their center TPIANf8A Y SCSI,copies of which will be furnished upon request. lines coincide with pont center lines. 9.Digits indicate size of plate In inches. Wee USA.lac./CompuTrus Software 7.6.8(1L)-E to.For bask connector plate design values see ESR-1311.ESR-1988(MRek) I This design prepared from computer input by Pacific Lumber and Truss-BC ER SPECIFICATIONS TRUSS SPAN 11'- 0.0" {COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spam i.ng. • T : 2x1 DF #1&BTR LOAD DURATION INCREASE = 1.15 -" ----- B 2x9 DF #1113114SPACED 24.0" O.C. Design conforms to main windforce-resisting W BS: 2x4 DF STAND system and components and cladding criteria. LOADING T LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF Wind: 140 mph, h=20.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, Bg4' LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. M41.5x4 or equal at non-structural vortical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL - - - - -- --- ---1 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Note:Truss design requires conzinuous bearing wall for entire span UON. i BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP -- _- AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5-06 5-06 '( T - -- + 5-07-12 5-04-04 12 12 6.00 C7 M-5x6 -e 6.00 3 6.0" T T diah M-1.5x3 .6' M-1.5x3 111 IP -/ O m 1 m O O - - 6 M-5x6 M-1.5x3 M-5x6 )' y 5-06 5-06 ) ), b 2-00 11-00 2-00 •S�E) PRO�Ssc1' 04GtN�FR /0 4t-4/ � '92 OP 1-__, r OB NAME : 20829 GLOBAL LOT 2 WALNUT — Il I Scale: 0.5066 WARNINGS: GENERAL NOTES, unless otherwise noted: O Cr �r ll S S' I 1 1.Builder and weclion contractor shoulmbe�ed of all General Notes 1.This design Is based only upon the parameters shown and u for an individual -SJG ,�OREGON A. and Warnings before construction w 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. �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop act bottom chords to be laterally braced at y ,J` :Y 14 s O 1 is the re 1 of areolar.Additional 2'o.c.and at 10'oz.respective)unless braced throughout their length b �,/ O 1TE: 4/18/2018 X01 ty° permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). the O elluclure is gine responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SFR R{LL SEQ. : K 4 5 1 4 4 8 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 al no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK des*roads be applied to any component and are for'dry condition.of use. {7 5.G Toe nes no coned over and oosomes no re 6.Design assumes fall bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 omW sponsiWity for the necessary. (1 (abricotion,handling,shipment and Installation of components. 7.Design assumes adequste drainage is provided. Ap CI I 19,2018 6.This design U(wished subject to the limitations set forth by 8.Plates shag be located on both limes of buss.and placed so their center TPII WTCA in SCSI,copies of whish will be furnished upon request. Innes coincide with joint center lines. 9.Diggs indicate size of plate n inches. MiTek USA,Inc/CompuTrus Software 7.6.8(1L)-E 10.For bask connector plate design values see ESR-7311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC UMBER SPECIFICATIONS 11-00-00 GIRDER SUPPORTING 20-08-00 IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 C: 204 DF #1&BTR LOAD DURATION INCREASE - 1.15 (Non-Rep) 1-2=(-2832) 588 1-9=(-960) 2358 9-2-(-989) 2508 C: 2x6 DF SS EBS: 2x9 DF STAND LOADING 2-3=(-2832) 588 9-3=(-460) 2358 • LL - 25 PSF Ground Snow (Pg) C LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 19.0)= 69.0 PLF 0'- 0.0" TO 11'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C LATERAL SUPPORT <= 12"OC. ION. BC UNIF LL( 233.3)+DL( 178.7)= 912.0 PLF 0'- 0.0" TO 11'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE 1Q.15. (SPECIES) 0'- 0.0" -565/ 2618V -98/ 480 5.50" 4.19 DF ( 625) ( 2 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 0.0" -565/ 26)8V 0/ OH 5.50" 4.19 DF ( 625) Attach 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2015 AND INC 2015 NOT BEING MET. marls staggered: BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP COND. 2: Design checked for net(-5 psf)._uplift at 24 'oc spacing. �' 9" oc in 1 rows) throughout 209 top chords, g _ 9" oc in 2 row(s) throughout 206 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. -' -- VERTICAL DEFLECTION LIMITS: LL=L/240,Allowed 9" oc in 1 row(s) throughout 2x9 webs. MAX TL CREEP °EFL = -0.048" @ 5'- 6.0" Allowed = 0.672" MAX TC PANEL LL DEFL = -0.034" @ 8'- 0.2" Allowed = 0.331" MAX HORIZ. LL DEFL = 0.005" @ 10'- 6.5" MAX HORIZ. TL DEFL = 0.009" @ 10'- 6.5" 5-06 5-06 12 12 T Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. 6.00 M-9x6 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All. Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.0n load duration factor=1.6, 2 . A Truss designed for wind loads I 1 in the plane of the truss only. 3.1" M-3x8 M-3x8 co m f 1>C 4 ��3 M-3x6 • J‘ r i 5-06 5-06 b 11-00 10 PROpk. OGINEE Va2 Q� :9200PE "7_, 1-OB NAME : 20829 GLOBAL LOT 2 WALNUT - I2 jp.„0007,....... ___ Scale: 0.5225 ! .�..•. WARNINGS: GENERAL NOTES, unless°thee/Ise noted: 0 CC 'ir u s s• 12 1.Builder and erection contractorshould be advised dell General Notes his Tdesign 4 y based a upon the parameters shown and is for en individual �k OREGON and Warnings before con5buc5on commences. building component.Applicability of design parameters and proper gG (, 2.244 compression web bracing must be installed where shown�. Incorporation ar component la the reaponsiGliy of Ina building designer. 1� j 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 'O q L 14, /}O` �� Is the reasonability of the erector.Additional permanent bracing of 2'o.c.and al 10'o.c.respectively unless braced throughout their length by b TE: 4/18/2018 me pverelLklunlre is Me res continuous sheatNng such as responsibility of Me building designer. 3.2x Impact bridging sMvgrd aired w ere s and/or tlrywall(aC). :14.)' �i�� I�� p f Rue or lateral bracing required where shown++ ey� EQ.: K 4 514 4 8 9 4.No load Motile be applied to any component until after all bracing and 4.Installation oft ass Is the responslbey of the respective contractor. fasteners ars complete end at no tune 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.CanpuTM M no control over and assumes no responsibility for the 8.Design assumes fel baring at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication. ry' IN beele,shipment and installation tion a canporhenls. 7.Design assumes adequate drainage is provided. April 19,201 8 6.This design 4(wished subject to the imitations set forth by 8.Plates shall be located on both faces of buss,and placed so their center TPIANTCA Woes!.copies of wMch will be furnished upon request lines coincide with joint center lines. MITek USA,Y,c./CompuTrus Software 7.6.8(1L)-E 9.Digits Indicate sire of plate In Mohs. 10,For besk connector plate design values see ESR-1311,ESR-1988(MiTek) J AIMEN Symbols Numbering System A General Safety PLATE LOCATION AND ORIENTATION Y Notes _h 13/4" Center plate on joint unless x,y I 6-4-8 I dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. (Drawings not to scale) Damage or Personal Injury Miff ! Dimensions are in ft-in-sixteenths. 111114‘ Apply plates to both sides of truss 1 and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. I or diagonal X-bra ' TOP CHORDS 9 ting,is always required. See BCSI. 1113111!=111111 .1=}3‘ 0' 16' 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves 4 may require bracing,or alternative Tor I MillEllt _ lialliffiliti bracing should be considered. 1111111,114pr U 2 3. Never exceed the design loading shown and never O U stack materials on inadequately braced trusses. a p 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-8 csa css !— designer,erection supervisor,property owner and plates 0- 'hd'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 ANSI/TPI 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. 1 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 Southern Pine lumber designations are as follows: 12.Lumber used shall be of the species and size,and in at respects,equal to or better than that //� by shown SYP represents values as published specified. Indicatedby text in the symbolbraciosection and/orof e by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved 16.Do not cut or alter truss member or plate without prior MMEreaction section indicates joint approval of an engineer. — number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 10.M4 0 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for MetalMI 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 racing is not sufficient. e BCSI: Building Component Safety Information, i �� 20.Design assumes manufacture in accordance with • Guide to Good Practice for Handling, le ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 1