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Plans (125)
'{ \sT e ISS C L\5 R -' '' Y -, i - -- l -1 t LA 5 ,1, � cam\hc., -�c-�- . . L. �.;._.., ,41, , 52'-0" 1,7, 20'-2" 30'-10" 0 2018 R T '1' y�7 V Y'. t f 9`� TI' f '`5 7Ia kf :i 1 1 1-:—. ) ALL HANGERS LUS24 U.N.O. N CD / ALL TRUSS TO BUILDING CONNECTIONS ARE THE 4 I I 3 12 RESPONSBILITY OF THE BUILDING DESIGNER OR EOR 4 Z::) i C7 M N , (/) CO � O J1 L I 1 T J1 J2 `OMI T i� , , , , . Nor J2 J3--Willi /... : 1/11e1 • , ; _. I/ J3 DP J4 iv J5 —M0 `A , I � I J5 c? �; • :12 _J7 'vi 10• 4 N i — __J8 LO J5 ♦-IIA cc U M ; 40:12 J4 s , J8 M • _ 4 J3 lr-i ll 6:12 0 o Ni J6 J2 I1-A M�NI , B`'' UP FirAgle...Ar. �. DJ5 J1ItKU�. I 1 fI/ DJ4I� . � ! 0 6 12M . ,/ l , 14, ;I DJ2 10 12 0 --- =--I MUS26 .26 1 ' j9jjj J1 NI -- -2 I• � ,e; f IN _ = d 2. ..-CO 11:11 _ J. Q 4 91MI j \ `�' BASED ON 8'-2" PMS y PLATE DIFFERAN CE z 1' 20'-91/2" 11'-81/2" 9'-1" 1- " 30'-2 1/2" l'-i7 52-0 1 ©Copyright CompuTrus Inc.2006 :DER. ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS aLOBAL HOUSING 04/18/18 PLACENLY.REFER TO TRUSS MC CENT ALCULATIONS AND ,a,` >JEC7TITLE: REVISION-I: ENGINEERED STRUCTURAL aci DRAWINGS FOR ALL URTER � INFORMATION.BUILDING 0828 GLOBAL LOT 1 WALNUT TERRACE NFOMATIDESIGNER/ENGINEER.B ILORECORD RESPONSIBLE FOR ALL NON-TRUSS t, DRAWN BY: DM REVISION-2: TO TRUSS CONNECTIONS.BUILDING .OT 1 WALNUT / A CHECKED BY: DESIGNER/ENGINEER OF RECORD TO COMPANY M N REVIEW AND APPROVE OF ALL R IVERV LOCATION.' SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. .OT 1 WALNUT TERRACE 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. ..MI Pr MiTek® MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: 20828 GLOBAL LOT 1 WALNUT TERRACE 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: K4508192 thru K4508245 My license renewal date for the state of Oregon is December 31,2019. O PRO1 �tytiIIV�� /0 89200PE < 7 4 OREGON tx � -1fr14, 20� �"�- , RRIL�-8 April 17,2018 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 2.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. TC: 2x4 DF kl&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 IF 41&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LF�I'ERAL SUPPORT <= 12"00. IION. LOADING BC LA FRAL SUPPORT G- 12"OC. UOT. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF Wind: 190 mph, h=2's.o`t t, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD - 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, M'r7FRS)Di r), TOTAL LOAD - 42.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF =BC 2015 AND IRC 2015 NOT BEING MET. Gable end truss or continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Refer to Compurrus sable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 7-07 7-07 T T T 12 IIM-4x4 12 10.00 v 10.00 A , A11111111111111111 ti {- M O 1 O M-3x4 M-3x4 y y y _ED PRQ1 1-00 15-02 1-00 � 9 \o�� NG,IN4`' `r%%O :9200PE .7_,... J03 NAME : 20828 GLOBAL LOT 1 WALNUT TERRACE — Al - Scale: 0.3779 WARNINGS: GENERAL NOTES, unless otherwise noted: C.) Cr Trus: A 1 1.Budder end erection contractor should be advised of ad General Notes 1.This design Is based only upon the parameters shown and is for an Individual -yL OREGON 4, and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. (40 "A''' A. 3.Additional le bracing to insure stabilit Burin Imction 2.Design assumes the top and bottom chords to be laterally braced at <O 1 teary gy g cens 2'o.c.and at 1010 c.respectively unless braced throughout their length by a is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlor drywall(01) DATE: 4/17/2018 the overall sbucbae Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -A11P R O S E Q : K4 5 0 819 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss s he responsibility of he respective mnlraclor. V fasteners are complete end at no lime should any loads greeter then 5.Design assumes trusses are to be used in a non<onosive environment, TRAITS I D: LINK design loads be applied to any component. and are for"dry condition"of use. 5.Com WTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge i/ EXPIRES: 12-31-2019 fabrication.handling,shipment end inslelialion of components. necaseery. p 7.Design assumes adequate drainage is provided. April .f 17,2Q q I O 6.This design is burnished subject to the limitations set forth by 8.Plates shalt be located on both faces of truss,and placed so their center TPOSITCA in BCSI,copies of which will be furnished upon request. lines coincide with pint center lines. MiTek USA,Inc./Com uTrus Software 7.6.6 1t.-E 9.Digits indicate size delete In inches. P 10.For basic connector plate design values see ESR-1311,ESR-7988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC 1 LOMBE SPECIFICATIONS TRUSS SPAN 24'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDE/Cg=1.00 TC: !2x4 DF h15BTR; LOAD DURATION INCREASE = 1.15 I- 3=(-753) 310 1- 8=(-385) 510 9=(-338) 345 2x6 DF 55 T1 SPACED 24.0" O.C. 2- 4=( 0) 0 6- 9=(-352) 527 4- 9=(-208) 417 BC: 12x4 DF #1&BTR - WEB,: :2 n4 DF STAND 3- 4=(-565) 272 9- 6=(-'191) 487 9- 5=(-159) 131 LOADING 4- 5=(-574) 333 LL( 25.0)-DL( 7.0) ON TOP CHORD - 32.0 PSF 6-1-741) 329 TC LAT{ 5- FRAL SUPPORT <- 12"OC. UON. DL OK BOTTOM CHORD- 10.0 PSF 6- 7-( 0) 72 BC LA1FRAL SUPPORT <- 12"0C. UON. TOTAL LOAD - 42.0 PSF --- -'� LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"0C UON. FOR LOCATIONS REACTIONS REACTIONS SI01 10.IN. (SPECIES) ALL T�P CHORD AREAS NOT SHEATHED LIMITID STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -569/ 607V -123/ 1071 111.50" 0.97 D3 ( 625) REQU13EMENTS OF IBC 2115 AND IRC 2015 NOS BEING MET. 9'- 3.Y' 0/ 3150 C/ OH 111.50" 5.nC U. ( 625) 24'- 0.0" -231/ 770V 0/ OH 5.50" 1.24 D9 ( 625) OVERHAINGS: 0.0" 12.0" 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 "cc spacing. I M-1.544 or equal at non-structural vertical members (uon). GABLE END TRUSS ON CONTINUOUS BEARING WALL UON.REFER LL DEFLECTION LIMITS: LL=L/zoo, IL=L/180 TO STANDARD GABLE END DETAIL FOR COMPLETE SPECIFICATIONS. x EP DEFL = 0.025" @ 16'- 5.0" Allowed = 0.05z" Unbal ced live loads have been MAXMP.x TL CREEP DEFL = -S.0O2" @ 16'- 5.0" Allowed = 0.950" consi red for this design. MAX LL DEFL = -S.002" @ 25'- 0.0" Allowed = 0.100" 0-08-09 MAX TL CREEP DEFL = -0.003" @ 25'- 0.0" Allowed = 0.1.'.'." 1-00 2 9 DO MAX HORI1. LL DEFL = -0.007" @ 23'- 6.5" MAX HORI0. TL DEFL = 0.010" @ 23'- 6.5" 1' 1' 1' 13-00 3-08-07 3-08-07 3-10-09 f T T T T f Design conforms to main windforce-resisting 12 -M-4xA+ 14 system and components and cladding criteria. 10.00 F 2 N10.00 Wind: 140 mph, h=24.2ft, TC0L=4.2,BCDL=6.0, ASCE 7-10, 11111101110 , -4X6 (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. MeaM-15x3 ,I m I � Ii M-3x4 0.25" M-3x4 0t. 1 M-3x4+ i M-5x12(5) Ep PROF 1 16-05 7-07 \5<xAGIN4 LAS/, 1-00 24-00 1-00 X4/4 •92 OP 9r JOli3 NAME : 20828 GLOBAL LOT 1 WALNUT TERRACE - B1 Scale: 0.2030 WARNINGS: GENERAL NOTES, unless otherwise noted: Q CZ. q 1.Builder and erection contractor should be advised of all General Notes 1.This designbased onlythe parameters shown and is for an Individual T ru T S: BI and Warnings More conslrudlon commences. building component.Applicability of design parameters and proper �� ,,�OREGON Dt. �!,/ 2.2x4 compression web bracing must be installed where shown+. incorporation W component Ia the responsibility of the building designer. �j 2�� ��'` 1'i 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al �O "T r A Is the responsibiNy of the erector.Additional permanent bredng of 7 o.c.and at 10'e.c.respectively unless braced throughout their length by Y s ,S DATE r 4/17/2018 the overall stiudrae Is the responsibility f the building deal continuous sheathing such as plywood aheelhing(Tc)anmor drywall(13C) v (Vys ponsi y o g gner. 3.2x Impact badging or lateral bracing required where shown++ C SE Q j: K 4 5 0 819 3 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is Me responsibility of the respective contractor. } I fasteners are complete end at no lime should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRA1S I D- LINK design loads be applied to any component and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all Supports shown.Shim or wedge If EXPIRES: 12-31-2019 febncalian,hesuan,s shipment end installationlof (erAenis. 7.Design assumes adequate drainage is provided. April 1!,2018 I H.This design N furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ITPUWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MiTek USA,Ino.dCornpuTrus Software 7.6.8(1L)-Z 10.For basic connector plate design values see ESR.1311,ESR.1988(Mi Tek) 1111111I I This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS SPECIFICATIONS TRUSS SPAN 29'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/C.q-1.00 TC: 2n4 DF 61&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 72 2- 8=(-123) 1023 3- 8=1-361) 317 - BC: 204 DF %11:BTR SPACED 24.0" O.C. (- ( 1 (-206) 648 WEBS 22x4 DF STAND 2- 3= 1299) 287 - 9= -68 664 8- 9= 3- 4=(-1192) 414 9- 6=(-123) 891 4- 9=(-206) 649 LOADING 9- 5=1-1142) 414 9- 5=(-361) 317 TC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6-1-1244) 287 BC LATERAL SUPPORT <- 12"OC. LION. DL ON BOTTOM CHORD - IC.0 PSF 6- 7-) 0) 72 ll TOTAL LOAD - 92.0 PSF OVFR4ANCS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIM:TED STORAGE 0'- 1.0" -2C7/ 1122V -263/ 263H 5.50" 1.80 DF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 29'- 1.0" -2C7/ 1122V 0/ OH 5.50" 1.80 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 12-00 GOND. 2: Design checked for net(-5 psf) uplift at 29 "mc spacing. 1 12-00 I' f VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/160 6-01-15 5-10-01 5-10-01 6-01-15 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" f ,r MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" f MAX LL DEFL = -0.035" @ 8'- 1.3" Allowed = 1.154" 12 12 MAX TL CREEP DEFL = -0.072" @ 15'- 10.7" Allowed = 1.538" 10.00 M-4x6 MAX LL DEFL = -0.002" @15'- 0.0" Allowed = 0.100" 7 10.00 MAX TL CREEP DEFL = -0.003" 9 0„ @ 25'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.017" @ 23'- 5.5" 1 MAX 80511, TL DEFL = 0.025" @ 23'- 0.5 11 :LSSS .SSIsssssssssshis Design conforms to main windforce-resisting system and components and cladding criteria. blind: 140 mph, h-25.5ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Fxp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 J • / .AI miii .... .. ..\iitzi/tAililhilka Prie_MIIII=IIIMMMI=MMIMm6mminilantil iv. 8 M-3x4 M-3x4 M-3x6(5) M-3x9 M-3x4 o0 > I y 8-01-05 b 7-09-06 8-01-05 y 12-00 y > `��D PROFFS 12-00 1-00 24-00 1-00 :9200PE 7--_,.., % JOi NAME : 20828 GLOBAL LOT 1 WALNUT TERRACE - B2 Scale: 0.2405 I � : WARNINGS: GENERAL NOTES, unless otherwise noted: 1::.) CCT rU 5: B2 1. uilder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for en individual 7, ,L OREGON 4/ and Warnings before construction commences. building component Applicability of design parameters and proper I 2.2x4 compression web bracing musl be installed where shown.. incorporofion of component:5 the responsibility of the building designer. A 3.Additional temporary bracing to insure stability during construction 2.Design assumes Me top and bottom chords to be laterally braced al /O 9 r 14 s 2O` �± is the responsMilly of the ereclur.Additional permanent bracing of 2'oz.and at 10'o.c.101 ltively unless graced throughout their length by DATE) 4/17/2018 the overall similar°is the responsibility of the building designer, continuous sheathing such a6 plywood uiraathln ere s own.drywell(BC) 4.No load should be applied to an g en 4.1 Impact q tru s or th erel bracing required the where shown.. Mtn �� S E Q K 4 5 0 8 1 9 4 pp� Y component unfit alter all bracing d 4.Installation of buss is the responsibility of the respective contractor. [�f� fasteners are complete and at no lime should any loads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment. TRANS ID: LINK design loads be applied to any component. and are for"dry condign.of use. 5.CompuTrus haswi control over end assumes no responsibility for the 6.°`d ^assumes full bearing at all auppgrt6 shown.Shim or wedge if EXPIRES: 12-31-2019 I fabrication,ha s hanging,shipment end installation of component6' 7.Design assumes adequate drainageis provided. 6.This design is furnished subject to the limitations set forth by 8.Platen shall be located on both faces of and placed so their center April 17,2018 1 TPINJTCA in BC&,copies of which will be furnished upon request. lines coincide with joint center Anes. MiTek USA,Irtc/CompuTrus Software 7.6.8(1L)-E 9.Digits indicate sae ofplate in inches. 10.For basic connector plate design values see ESR-1311,ESR-7988(MiTek) 1 ! This design prepared from computer input by I Pacific Lumber and Truss-BC LOMB R SPECIFICATIONS 24-00-00 CIRDER SUPPORTING .36-00-00 FROM 6-00-00 TO 24-00-00 IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 41&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-11441) 2676 1-11=(-1749) 7797 2-11=(-4893) 1119 16- 6=(-2421) 9915 ` BC: 2x6 DF GS 2- 3=(-15984) 3633 11-12=( -96) 438 2-13=(-1296) 5877 16- 7=(-3540) 921 WEBS: 2x4 DF STAND; LOADING 3- 4=(-15084) 3450 13-14=(-2751) 12:54 11-13=(-1857) 8298 7-17=( -984) 4112 w 2x4 DF #1&BTR A; LL= 25 PSF Ground Snow (Pg) 4- 5=(-10935) 2544 14-15=(-2499) 11301 12-13=( -60) 303 18-17=( -210) 984 206 DF #2 B TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PL° 0'- 0.0" TO 24'- 0.0" V 5- 6-( -7999) 1941 15-16-(-1743) 8161 13- 3-( -330) 1443 17- 8-(-1476) 429 BC UNIF LL( 0.0)+DL( 20.0)- 20.0 PL'. 0'- 0.0" TO 6'- 0.0" V 6- 7-( -793e) 1953 16-17-(-1473) 7119 3-14-(-1123) 276 17-19-(-1713) 7947 TC LAfTRRAL SUPPORT 0- 12"OC. UOE. BC UNIF LL( 42.5.0)+DL( 309.0)- 734.0 PL° 6'- 0.0" TO 24'- 0.0" V 7- 8-( -9375) 2220 18-19-( -27) 138 14- 4-(-1134) 5070 3-19-6 -414) 1686 BC L FRAL SUPPORT <- 12"OC. UON. 8- 9-(-10398) 2412 19-20-(-1914) 8625 4-15-(-3951) 960 19- 9-6 -957) 285 ADDL: BC CONC LL+DL= 4109.0 LBS @ 4'- 6.0" 9-10=(-12027) 2712 20-10=(-1923) 8664 15- 5=(-1200) 5214 9-20=( -450) 2124 5-16=(-4152) 106E ( 3 ) complete tresses required. LIMITED STORAGE DOES NOT APPLY DUE TO TRE SPATIAL Attach 3 ply with 3"0.131 DIA GUN REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQJIRED BRG AREA nails staggered; LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) A 1� /\/\/ 9" oc in 1 row(s) throughout 2x4 top chords, BOTTOM CHORD CHECKED FOR 100SF LIVE LOAD. TOP 0'- 0.0" -2075/ 9182V -241/ 241B 5.50" 14.69 DF ( 625) /X\/XV\ oc in 2 row(sI thsoughcut 2x6 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 24'- 0.0" -2215/ 9795V 0/ 1H 5.50" 15.67 DF ( 625) 9" on in 1 row(s) throughout 2x4 webs, 9" oc in 2 row(s) throughout 2x6 webs. 1 12-00 12-00 ICOND. 2: Design checked for net.(-5 psf) uplift at 24 "cc spacing, I f VERTICAL DEFLECTION LIMITS: LL=1/240, TL=L/180 1-09-172-01-1208-04 3-093-07-04 2-02-08 3-01-10 2-11-14 3-07-15 MAX LL DFFL - -0.096" @ 14'- 4.3" Allowed - 1.154" I "( /'r 1 '( f f '( f MAX TL C7FFP DRFL - -0.288" @ 3'- 1.3" Allowed - 1.539" 12 12 M-5x6 MAX HORIZ. LL OPEL - -0.044" 0 23'- 6.5" 10.00 N 10.00 MAX HORIZ. TL DEFL = 0.095" @ 23'- 6.5" 5.0" 6 %� Design conforms to main wrndforce-resisting 1 il system and components and cladding criteria. I-3x6 Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M 3x6• load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. 11 M-3x4 • {' o M-3x8 40 M-3x6 M-3x6 `b M-5x6 40 �D M-5x12 G 4 p1a. --�'IL�r ,� M-5x12 1. ®�i�® _alls1�� m 13 !14 15 16 I 17 r' Irs� 1 'ti 1 11 12 o M-7x6 M-6x6 M-5x120 •s 9 6 19 20 "l0 o M-4x8 o o M 7x8 M 5x12 M-1.5x3 M-1.5x3 M-1.5x3 -M-8x8 y ), 4109# k y y y y y 1-09-121-00-06-08 3-09 3-10-12 2-04-04y 3-01-10 2-11-14 3-06-03 L ED PROF !-fl !' 2-11-08 11-03 9-09-08 ��c�'���GINFF„0//) 24-00 -...-4,.. 4< J013 NAME : 20828 GLOBAL LOT 1 WALNUT TERRACE - B3 `�O• r Scale: 0.2064 WARNINGS: GENERAL NOTES, unlessolhenvise noted: Q )'yr 1.Builder and erection contractor should be advised of all General Notes 1.This designs based only �w Tru4s: B3 end Warnings before construction commences. building component. cab"ynopengn parameters individual +{) OREGON ponenlponen is Applicability oespon i parameters and proper J� /J1- A- 2.2x4 compression web bracing must be Installed where shown.. incorporation o7 component l5 the responsibility of the building designer. -!' t �s{7s 3.Additional to bracing to insure stability during 2.Design assumes the top and bottom chords to be laterally braced at /^ }I J 4' 2,°N o` �� temporary g y g ct bracing ton 2'o.c.and at 10'o c.respeedvely unless braced throughout their length by �.r/ T 4 0. s the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheelhin TC V DATES 9/17/2018 responsibilitymaocerenaDealanoathe ee sheathing(TC) V of the building designer. 3.2x Impact bridging or lateral bracing required where shown n• '�(/i.t] I t SEQ/ : K 4 5 0 8 1 9 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. \('7�"( j,,, fasteners are complete and at no time should any loads greater than 5.Design assumes Cusses are to be used In a non-corrosive environment, TRAI}iS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full Dearing at all supports shown.Shim or wedge:r aaa y EXPIRES: 12-31-2019 fabrication,heSteoiu nit shipment and installation of components. 7.Design assumes adequate drainage is provided. April 1 7,201 8 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANICA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc.ICompuTrus Software 7.6.8(1L)-E 10.For basic connector date design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBEit SPECIFICATIONS 35-09-00 HIP-D SETBACK 9-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2,4 DF 41&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2-13=(-1630) 6772 3-13=( -78) 196 19-11=1-1366) 210 y 2x6 DF SS T2 2- 3=1-7812) 1874 13-14=1-1658) 6472 13- 4=( 0) 1079 11-20=1 0) 298 BC: 12x6 DF 55 LOADING 3- 4=1-7708) 1(306 14-15=(-1538) 6656 4-14=( -660) 68 11-21=(-1974) 23'0 WEBS: 2x4 DF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-6700) 1780 15-16=( -66) 226 14- 5=( -196) 1520 21-12=( -124) 74 2x4 DF #1&BTR A TO UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 13'- 4.0" V 5- 6-( (9) 0 16-18-( 0) 0 14- 7-1-1016) 476 L TC UNIF LL( 125.0)+DL( 35.0)- 160.0 PLF 13'- 4.0" TO 22'- 5.0" V 5- 7-(-5294) 1812 17-11-(-1952) 7868 15- 7-( -462) 404 TC LA7FRAL SUPPORT 8 12"00. UON. TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 22'- 5.0" TO 3.5'- •!.0" V 7- 3-(-6544) 1766 19-20-(-2152) 9232 15-17-(-1886) o472 ' BC LAtF.RAL SUPPORT F 12"OC. 005. BC UNIF LL( 0.0)+DL( 50.0)- 50.0 PLF 0'- 0.0" TO 35'- 9.0" V 8- 9-1 0) 0 20-21-1-2140) 9238 7-17-( -158) 242 i 9-10=(-7384) 2162 5-17=1 -328) 1904 TC CONC LL( 777.8)+DL( 217.81= 995.6 LBS @ 13'- 4.0" 1C-11=(-8534) 2256 16-17=1 0) 156 NOTE: 2x4 BRACING AT 24"0C UON. FOR TC CONC LL( 777.8)+DL( 217.81= 995.6 LBS @ 22'- 5.0" 11-12=1 -20) 20 17-11=(-1498) 164 ALL F.,AT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 675.0 LBS @ 6'- 0.0" 10-19=1 -60) 1370 ADDL: BC CONC LL+DL= 673.0 LBS @ 30'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 20.0" 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACT-ONS REACTIONS SIZE SQ.-N. (SPECIES) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 0'- 0.0" -991/ 4360V -127/ 165H 5.50" 6.98 DG ( 625) 35'- 9.0" -907/ 41260 0/ OH 3.50" 6.60 DF ( 623) IBOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP i-- ( 2 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Attach 2 ply with 3"x.131 DIA GUN nails staggered: i W oc in 1 row(s) throughout 2x4 top chordo, M n 2 row(s) throughout 2,6 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 oc in 2 row(s) throughout 206 bottom chords, CONS. 2: lesion checked for net(-5 nsf) ucli`t at 24 "00 spacing. 9" MAX LL DEFL = 0.005" @ -1'- 8.0" Allowed = 0.167" 9" on in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.006" @ -1'- 5.0" Allowed = 0.222" MAX LL DEFL = -0.136" @ 22'- 9.5" Allowed = 1.750" ** For hanger specs. - See approved plans MAX TL CREEP DEFL - -0.513" @ 22'- 9.5" Allowed = 2.333" MAX HORIZ. LL IDOL = 0.056" @ - 5.5" MAX HORIZ. TL DEFL = 0.107" @ - 5.5" 13-03-11 9-04-10 9-03-11 3-09 T T T f T Design conforms to main windforce-resisting 3-11-15 0-06-11 4-08-05 5-01-04 3-05-08 system and components and cladding criteria. 4-09-02 3-11-15 4-08-05 0-0f6-11 3-11-04 Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1" f T f T T 1-r T 1" (All Heights), Enclosed, Cat.2, Exp.B, MOORS(Sir), 13-02-08 load duration factor=l.6, LEnd vertical(s) are exposed to wind, 995.608 +995.60# Truss designed For wind Loads 12 M-6x6 M-3x8 M-5x8 12 in the plane of the truss only. 6.00 �I 8 r ' 6.00 M-3x4 ,M-3x4 M-1,5x3 M-7x18 3 M-1,5x3 g -rofl - 17 t` 19 20 *21 o f 1 17 1.1 ' 15 16 18 o M-3x4 M-1.5x3 o M-4x8 M-3x4 0.25" M-5x8 M-1.5x3 0l M-5x12 M-7x10 y +675#+675#5# M-7x8(S) +6758 i b b b y b b b b y 6-09-02 5-10-02 5-06-08 5-03 1-y3-123-09-OS 3-07-12 3-07-04 b �(n°) ppOpeAh 1-08 23-06-08 b y 12-02-08 b `` IN b 24-08-08 1-02 11-00-08 y �� '- � 7t. Q� 9 35-09 :9 l'%,‘,. . ' V JOB NAME : 20828 GLOBAL LOT 1 WALNUT TERRACE - D1 j . Scale: 0.1473 ` WARNINGS: GENERAL NOTES, unless otherwise noted: 0 CC Trus: D 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, ,,OREGON w� and Warnings before construction commences. building component Applicability of design parameters and proper N 2.2x4 compression web brncing musl be installed where shown+. incorporation of component is the responsibility of the building designer. /j 2,0 ��'` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at / -7 aspon y o permanent bracing of 2'on..and at 10'o.c.respectively unless braced throughout their length by Is the r aieile f the erecta.Additionale( ) 14, DATE1: 4/17/2018 the overall smasae is the responsibility2x Im continuous sneammq such as plywood required a when s ownandl4 d n ec nentntil building ribracr. 4.Installation bridging or thlate 1ponsibi ry thee respective rota �CRR L� SE Q i : K 9 5 0 819 6 a.No rose should be applied to any pomp«tent porn arta,all bracing and 4.mataliatlon of boss is me responsibility of reapepdve contractor. fasteners are complete and at no lime should any loads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment. TRANS I D: LINK design loads be applied to any component. and are fo"dry condition"of use. 5.Compares has no control over and assumes no responsibility for the 6.Design assumes fullbearing at all supports shown.Shim or wedge It EXPIRES: 12-31-2019 mammy assumes .1 q fabacalion,abuoag,shipment and installation of components.by 7.Design umes adequate drainage Is provided. April I7,201 8.This design G furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINJTCA in BCSI,copies of which will be furnished upon request. lines coincide wgh joint center lines. 9.Digits indicate see of plate In inches. MiTek USA,Inc.ICornpuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR.131I.ESR.1988(MiTek) This design prepared from computer input by r Pacific Lumber and Truss-BC II LUMBER SPECIFICATION: 25-09-00 HIP-D SETBACK 2-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 ` TC: 1,2x4 DF hl&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2-13=(-116C) 5616 3-13=( -65) 175 ,2x6 DF SS T2 2- =(-5451) 1412 13-14=(-1167) 5265 13- 4=( 0) 1105 BC: 12x6 DF SS LOADING - 4=(-6379) 1422 14-15-(-1131) 4705 4-14=(-768) 75 WEB5:12x4 DF STAND LL = 25 PSF Ground SODA (Pg) 4- 5=(-5279) 1463 15-16=(-1172) 5264 14- .5=( 0) 540 TC UNIF LL( 50.0)+DL( 14.0)- 54.0 PLF 0'- 0.0" TO 13'- 4.C" V 5- 6-( C) 0 16-11-(-1195) 5616 14- 8-( -75) 95 TC LAFRAL SUPPORT <- 12"0C. UON. TC SNIF LL( 125.0)+DL( 35.0)- 160.0 PLF 13'- 4.0" CO 16'- 4.C" V 5- 8-(-4712) 1350 8-1.5-) 3) 940 BC LA RRAL SUPPORT <- 12"00. UON. TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 16'- 4.0" TO 29'- 8.C" V - 8-( Cl 0 15 9-(-765) 75 BC UNIF LL( C,0)+DL( 50.0)- 50.0 PLF 0'- 0.0" TO 29'- 8.0" V 9- 9-(-5290) 1465 9-16-) 0) 1108 9-10=(-6379) 1437 15-10=( -73) 172 NOTE:12x4 BRACING AT 24"OC UON. FOR TC CONC LL( 777.6)+DL( 217.9)= 995.6 LBS @ 13'- 4.0" 10-11=(-6492) 1432 ALL FtAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 777.6)+DL( 217,9)= 995,6 LBS @ 16'- 4,0" 11-12=1 C) 50 T ADDL: BC CONC LL+DL= 675.0 LBS 8 6'- 0.0" ADDL: BC CONC LL+DL= 675.0 LBS 8 23'- 8,0" OVERH NGS: 20,0" 12,0" BEARING MAX VERT MAX HORZ BRG REQUIRED RRG 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 NOT. 0'- 0.0" -762/ 37000 -133/ 14211 5.50" 5.52 DF ( 1125) 29'- 8.0" -730/ 36159/ ./ Iii 5.50" 5.73 DF ( 625) BOTTOM CHORD CHECKED FOR 1IPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VF?TICAL DFFL8,CT LON LIMITS: LL-1/240, TL-L/190 MAX LL DEFL = 0.019" 8 -1'- 9,0" Allowed - 0.167" MAX TLMAXELL DEFL - -0.205" 8 15'- 5,5" Allowed = 1.435" MAX TL CREEP DEFL = -0.571" @ 16'- 5.3" Allowed = 1.917" MAX LL DEFL = 0.002" 8 30'- 8,0" Allowed = 0.100" MAX TL CREEP DEFL = -0.C513" 0 30'- 8.0" Allowed = 0.133" 0-06-08 0-06-08 MAX BORIC. LL DEFL - 0.058" @ 29'- 2.5" MAX I/ORIZ, TL DEES = 0.117" @ 29'- 2.5" 13-03-11 3-00-10 13-03-11 4-08-01 3-10-13 9-02-05 3-00-10 4-02-05 3-10-13 4-08-01 Design conforms to main windforce-resisting f f fsystem and components and cladding criteria. 4,995.60# Ii9'65.60# 12 12 Wind: 140 mph, 11=20.8ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, 5 0C, M-5x12 M-7x10 (All Heights), Enclosed, Cat.2, Exp.B, MWFR5(Dir), 6.00 load duration factor=1.5, SiiitTruss designed for wind loads t Ile plane of l.he truss only. M-3x6 M-3x6 At...M-1,5x3 M-1,5x3 M-5x12 M-5x12 Mi , o. 2 13 1< '' 15 if X11 '2 0 o! M-4x6 0.25" M-3x4 M-4x6 0 M-7x8(S) ���Ep PROFFss y i 6l5# y b b Ir675# 6-07-07 6-00 4-06-13 5-10-04 6-07-07 y � �NG`INF49 /O 1-08 29-08 1-00 ,,C.' •9200PE 9l J01111 NAME : 20828 GLOBAL LOT 1 WALNUT TERRACE - Cl • Scale: U.2G08 -�� I ,........--Z------, j WARNINGS: GENERAL NOTES, unless otherwise noted: O. A'� 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 77 OREGON , T r u$S: Cl and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown.. incorporation of component is Me responsibility of the building designer. tt 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords[o be laterally braced al Y4 2°\ P..� is the responerbii of the erector. 2•o.c.and at 10'trio.respectively unless braced throughout they length by (� V 1 ly permanent bracing of continuous sheathing such as plywood sheathing(TC)andlor tlrywall(DG). . f DATE 4/17/2018 the overall studios is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown•• 4/ .1:i p 1 SEQ . K4 5 0 819 7 4.No load should be applied to any component until after all biecing and 4.Installation of Puss is the responsibility of the respective contractor. Il L. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosiye environment, - TRANS ID: LINK design loads be applied to any component. and are for"dry condition'or use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fun bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. Deos. q 4 O 7.Design assumes adequate drainage is provided. April 17,20i O 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of Truss,and pieced so their center TPI/WICA in BCSI,copies of which will be furnished upon request. lines coindde with joint center tines. MITek USA, +7.6.6-SP2 1L-E Inc./Com uTrus Software 9.Digits indicate size of plate in inches. p ( ) 10.For basic connector dale design values see ESR-1311,ESR-1988(MTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMHHR SPECIFICATIONS TRUSS SPAN 35'- 9,0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 = TC: 2x4 DF 419BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-13=3 -785) 2312 -13=(-134) 115 19-11=( -494) 165 2x5 DF SS T:i SPACED 24,1" O.C. BC: Sue, DF S 2- 3=(-2704) 860 13-19=3 -712) 2130 13- 9=( 0) 263 11-20=3 -Zi) , 0 • 3- 4=(-2541) 349 14-15=( -765) 2095 4-14=(-395) 108 11-21=(-3358) 1126 WEBS: 2x4 DF STAND LOADING 4- 5=(-2155) 893 15-16=( -32) 89 14- 5=(-174) 629 21-12=( -125) 74 LL( 25.0)+DL( 7.0) ON TOP CFORD - 32.0 PST 5- 6-3 0) 0 16-18-3 0) 14- 7-(-349) 207 TC LATERAL SUPPORT 0- 12"OC. UON. DL ON BOTTOM CFORD - 10.0 PST 5- 7-(-1884) 703 17-19-( -304) 2627 15- 7-(-124) 162 BC LITERAL SUPPORT G- 12"OC. UON, TOTAL LOAD - 42.0 PST 7- 9-(-2069) 8.57 19-20-(-1059) 3111 15-17-(-737) 2019 8- 9-( 0) 0 20-21-(-1050) 3102 7-17-(-109) 84 LL = 25 PSF Ground Snow (Pg) 9-l9=(-2396) 329 3-17=(-217) 710 NOTE:I 2x4 BRACING AT 29"OC LION. FOR 10-11=(-2998) 128 1E-17=1 0) 95 ALL ILAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPAT:AL 11-12=3 -21) 20 17-10=(-63E) 221 REQUIREMENTS OF IBC 2015 AND IRC 2315 NOT BEING MET. 10-19=3 -18) 368 OVERHANGS: 20,0" 0,0" BOTTOM CHORD CHECKED FOR 1IPSF LIVE LOAD. TOP BEAR-NG MAX VERT MAX HORE BRG REQUIRED BRG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, LOCATIONS REACTIONS REACT-ONS SIZE SQ.IN. (SPECKS) 0'- 1.0" -382/ 1706V -127/ 1661_ 5.50" 2.75 DE ( 625) M-1.5x4 or equal al. non-structural 35'- 5,0" -305/ 14340 0/ 01_ 3.50. 2,39 DF ( 625) vertical merbers ()ion). ** Foic- hanger specs. - See approved plans ICOND, 2: Design checked for net)-5 osf) uplift at 24 "oc spacing, VERTICAL DEFLECTION LIM:TS: LL=L/240, TL=L/18, MAX LL DEFL = 0.019" @ -1'- 8,0" Allowed = 0,167" MAX TL CREEP DEFL = -0.022" @ -1'- 8.0" Allowed = 0,222" MAX LL DEFL = 0.140" 2 22'- 9.5" Allowed = 1.750" MAX TL CREEP DEFL = -0.317" 6 18'- 0.0" Allowed = 2.333" MAX I IORIZ. LL DIOL - 0.0448 @ 35'- 5.5" MAX uoRIE. TL DIEL = 0.074" @ 3s•- 5,s•• 16-07-11 2-08-10 12-07-11 3-09 7-08-05 8-11-06 15-04-05 3-09 Design conforms to main windforce-resisting 4-09-02 3-11-1�5 3-11-15 3-05-121-09-D409-043-05-12 5-01-04 3-11-04 T 3-05-08 system and components and cladding criteria. T '1 1 f f f f I/ f 1 f Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=E,0, ASCE 7-10, 13-02-08 (Ail Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f 6 8 load duration factor=1.6, 12 End vertical(s) are exposed to wind, 12 nd 6.30� M-4x6 M-3x8 M-4x6 '<6.10 Truss designed for rofacto only. M-3x6(S) T"4.. `a, M-3x4 M-3x4 0 M-1.5x3 s M-5x16 M-1.5x3 1 12onfik/ \ �� 0 1 ,y s� coo + -e .. �rn 7 oiii 1 2 ' 13 1415 18 le o M-3x4 M-125x3 *rl to M-3x8 M-3x4 0.25" M-7x6 M-1.5x3 0l M-3x12 M-7x8 M-7x8(S) b 1 6-09-02 5=10-02 5-06-08 5-03 1-y3 -123-09-08 3-07-12 3-07-04 b ``�D P R QPC� 1-08 23-06-08 y ) 12-02-08 y <C.Cr1GirNFFl1E'z. `r4, • y 24-08-08 1-02 11-00-08 .1' 35-09 �� :92 OP 9r JO$ NAME : 20828 GLOBAL LOT 1 WALNUT TERRACE - D2 111111111111 • Scale: D.1473 WARNINGS: GENERAL NOTES, unless ogrerwise noted: /ti.. Trus:I 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 an individual '9� OREGON 4// D2 end Warnings before construction commences, building component Applicability of designw I App y parameters and proper µ 2.2x4 compression web bracing must be Installed where shown k. incorporation of component Is the responsibility of the building designer. {' A� • 3.Additional temporary bracing to insure stability during construction 2.Design assumes the by and bottom chords to be laterally braced al <0 '.1k / 14 s n° �� is the responsibility of the erector.Additional permanent bracing of 2'O.c.and at 10'c.c.respectively o ply unle59 braced throughout their length by L DATE 4/17/2018 the overall slrud.ae is the responsibility of the building designer. continuous sheathing such as plywood required ing(TC)ander drywall(BC). ///...• 3.In2Impact bodging is lhterel bracing tyof where e showo t a � • �` SEQ K4 rJ 0 8I 9 8 4.No load should be applied to any component until goer all bracing and 4.Installation or truss is the responsibility of the respective contractor. �/ fasteners are complete end at no time should any loads greeter than 5.Design assumes trusses are to he used in a non-corrosive environment, T RAI I S I D: LINK design loads be applied to any component. and are for"dry Condition.of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing a,all supports shown.Reim or wedge if EXPIRES: 12-31-2019 fabrication,h shipmentnary end6ng, end instellatian of components. 7.Design assumes adequate drainage is provided. 8.This design a furnished subject to the limitations set forth by 8.Plates shall be located on both faces of Ins,and placed so their center April 17,2 18 TPIOYTCA in BCSI,copies of which will be fomished upon request. lines coincide with oaf center lines. MiTek USA,Inc.ICompuTrus Software 7.6.8(1L)-E 9.Digits indicate ewe of plate in inches. 10.For basic connector dale design values see ESR'1311,ES12'198B(MiTek) This design prepared from computer input by w. Pacific Lumbeei and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 29'- 8,0" IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cg=1.On TC: 254 DF 61&13TR LORE DURATION INCREASE = 1.15 1- 2=) 0) 84 2- 7=(-351) 1753 3- 7=(-438) 299 BC: 2x4 DF 415BTR SPACED 24.0" O.C. 2- 3=(-2080) 453 8=(-143) 1147 - 4=(-144) 749 WEBS: 254 DF :RANG 3 4=(-1£25) 461 8- 6=(-'745) 1755 4- 8=(-'142) 757 - LOADING 9- 5=(-1£25) 476 8- 5=(-441) 292 TC LA^F.R AL SUPPORT 0- 12"00. UON. LL( 25.0)+EL( 7,1) ON TOP CHORD - 32.0 PSF 5- 6-(-2062) 473 BC LA'"RRAL SUPPORT <- 12"00. UON. DL ON BOTTOM CHORD - 11.0 PSF TOTAL LOAD - 42.0 PSF OVERHANGS: 20,0" 0.0" BEARING MAX VERT MAX HORS BRG RF.QUIRF.D BRC; ARRA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -255/ 1445V -151/ 163H 5.51" 2.31 DF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIM:TED STORAGE 20'- 8.0" -173/ 1240V 0/ OH 5.51" 1.99 DF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD CS A MINIMUM OF 10 PIP. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/130 MAX LL DEFL = 0.019" @ -1,- 6.1" Allowed = 0,157" MAX TL CREEP DEFL = -0.022" @ -1'- 6,1" Allowed = 0.222" MAX LL DEFL = -0.062" @ 19'- 7.6" Allowed = 1,438" MAX TL CREEP DELL = -0.195" @ 13'- 7.'," Allowed= 1.917" MAX IIORIZ, LL DE=L = 0,039" @ 29'- 2.5" MAX IIORIZ, TL DD-L = 0,057" @ 29'- 2,5" 19-10 r 19-10 Design conforms to ma wrndf once-re.s istinn "( '� T syste_n and componentsand cladding criteria. 7-07-10 7-02-06 7-02-06 7-07-10 f f f . wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (A11 Heights), Enclosed, C'at,2, Exp.B, MNFRS(Dir), 12 12 load duration factor=1.6, 6,00 M-4x6 Q 6.00 Truss desineed for wind loads in the plane of the truss only. 4.0" 4 . ' uu - '1'4114110100, M-1.5x3 M-1.5x3 M ,� hM ,g : This design prepared from computer input by JJJJJ� Pacific Lumber and Truss-BC LOMBf]R SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=1.05 TC: I 2x4 DF 14-1OBTR BC: <'x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 84 2-11=(-517) 2249 3-11=(-301) 208 15- 9=( -552) 190 SPACED 24.0" 0.0. WEBS 2x4 DF STAND 2- 3=(-2641) 599 11-12=(-369) 1806 11- 4=( -59) 553 8-16=( -12) 323 3- 9=(-2409) 591 12-13=(-304) 1656 4-12=(-654) 246 16- 9=( -533) 151 LOADING 4- 5=(-16?",) 470 11-14=( -16) 76 12- 5=(-319) 1224 3-17=( 0) 118 TC L TF RAL SUPPORT <- 12"00. 500. LL( 25.0)401( 7,0) ON TOP CHORD - 32.1 PSF 5- 6-(-1644) 417 1.5-16-(-575) 2547 12- 6-(- 9 61 - BC L TFRAL SUPPORT <- 12"00, UON. ) 235 u-19-(-3343) 764 DL ON BOTTOM CHORD - 10.0 PSF 6 7-(-2424) 657 16-17-(-71.5) 3060 13- 6-(-256) 76 13-10-( -125) 74 TOTAL LOAD - 42.1 PSF 7- 8-(-2444) 518 17-18-(-7.19) 3063 13-15-(-292) 1605 OVFRFIANGS: 20.0" 0.0" 6 1-(-2913) 661 6-15-(-277) 1035 ! LL = 25 PSF Groans Snow (Pg) 9-10=( -21) 21 14-15=( c) 66 r hangerapproved plans 15- 7=(-212) 116 ** F d specs. - See BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCAT=ON(S) SPECIFIED BY IBC 2015. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REP.CTIONS SIZE SO.IN. (SPECIES) 1'- 0,0" -305/ 1706V -185/ 227H 5.50" 2.73 DF ( 625) 35'- 9.0" -223/ 1494V 2/ 0H 3.50" 2.39 DF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 29 "cc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - 0.019" @ -1'- 0,0" Allowed - 0,167" MAX TL CREEP DEFL - -0,022" @ -1'- 8.0" Allowed - 0.222" MAX LL DEFL - -0,166" @ 24'- 7.5" Allowe,,I - 1.7.50" MAX TL CRFFP DEFL - -0.313" @ 24'- 7.5" Allowed - 2.333. MAX HORI2, LL DEFL = 0.561" @ 35'- 5.5" MAX HORIZ. TL DEFL = 0.193" @ 35'- 18-00 14-00 3-09 5' 6-09-05 6-04-02 4-10-10 3-00 3-06-12 3-07-12 4-01 f 3-05-08 T Design conforms Lc main windfcrce-resisting system and components and cladding criteria. 12 12 Wind: 140 mph, h=25ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, 6.00 M-4x6 Q E 00 (All Heights), Enclosed, Cat.2, Exp.b, MWFRS(Dif), 4.0" load duration factor=1,6, End vertical(s) are exposed to wind, ads M-5x6(S) inu the ss dplane eofd t theor w truss only. M-3x12 0.25" 3.1" # M-1,5x3 7 M-1,5x3 +i 4-3x4 + t M-516 M-1,5x3 ol 9 10 �N o mi WIN .7.4 ':15 ,.I.„ 16 17 `�d8 �o //z 12 i4 o M-3x4 M-1,5x3 o M-3x8 0.25" M-3x8 M-5x6 M-1.5x30 • M-3x12 M-6x8 j M-5x8(S) y y y y y ��, tp PROFFS • 9-01-12 8-10-09 3-01-12 3-05 3-11-04 3-07-12 3-07-04 • 1-08y 24-08-08 y 11-00-08 y Cs" INGINE VioA 35-09 �I v _!� `� :9200PE 9r J013 NAME : 20828 GLOBAL LOT 1 WALNUT TERRACE - D3 Scale: 0.1586 l . WARNINGS: GENERAL NOTES, unless otherwise noted: O Cr T r u i s: D 3 Builder and erection contras or should be advised of all General Notes This design is based only upon the parameters shown and is for en:ndi dual -yG ,�OREGON L(/ and Warnings before construction commences. building component Applicebilily of design parameters and proper w 2.2n4 comaeneiee web bracing mull be installed where shown+. incorporation of component is the responsibility of the building designer. �Ogs R��/` 3.Additional temporary breoing to insure stability during construction 2.Design assumes gra top and bottom chords to be laterally braced et �O q / is the responsibility of the erecta.Additional permanent bracing of 7 etc.and at 10'o.c.respectively unless braced throughout their length by I f DATE 4/17/2018 me overall alructue is Ina res continuous sheamthg such as plywood sneathmg(Tc)and/or erywan(01). responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown.. �"ty �( SE Q. : K 4 5 0 8 2 0 0 4.Na load should be applied to any component until after all bracing and 4.Installation of buss is Me responsibility of the respective contractor. `/j {/ fasteners ere complete end at no erne should any loads greater than 5.Design assumes busses are to be used in a noncorrosive ono rimmed, TRANS I D: LINK design loads be applied to any component and are Fo"dry condition"of use. 6.Design assumes lull bearing et ell supports shown.Shim or wedge if EXPIRES: 12-31-2019 5.CompuTrus hes no control over end assumes no responsibility for the fabrication,handing,shipment and installation of components. sery89 7.Design assumes adequate drainage isded. 6.This design e furnished subject to the limitations set forth by 8.Plates shall be located on both faces of toss,and placed so their center April 17,2 18 TPVWfCA in BCSI,copies of which will be furnished upon request. lines coincide with joirrt center lines. MITak USA,Int:./Com uTms Software 7.6.8(10-E9.Digits indicate We of plate in inches. p 10.For basic connector plate design values see ESR'1311,ESR-1988(MiTek) ' This design prepared from computer input by Pacific Lumber and Truss-BC LUMBE; SPECIFICATION: TRUSS SPAN 29'- 6.0" IBC 2015 MAX MEMBER FORCES 4NR/C,DF/Cq=1,00 _ TC: 1204 DF 41&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 94 2-10=(-272) 1349 3-10=( -501) 142 16- 6=(-205) 960 BC: 1204 DF I1&BTR SPACED 24-0" O.C. 2- .3=(-1787) 359 10-11=9 -29) 144 3-12=( -362) 1668 16- 7=(-422) 171 WEBS:1204 DF STAND 3- 4=9-3246) 677 12-13=(-604) 2971 10-12=9 -259) 12.5 16-17=(-228) 1522 1 LOAD=NG 4- 5=(-2222) 464 13-16=(-320) 1919 11-12=( 0) 36 7-17=( 0) 200 TC LA FRAL SUPPORT <- 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6-(-1513) 390 14-15-( 0) 0 12- 4-( -32) 39C 17- 5-(-234) 126 BC LA FRAL SUPPORT <- 12"OC. UON, DL ON BOTTOM CHORD - 10.0 PSF 6- 7-(-1467) 459 15-17-9 -6) 56 4-13-(-1057) 294 8-16-( 0) 167 TOTAL LOAD- 42.0 PSF 7- 8-(-1821) 434 17-19-(-342) 1823 13- 5-( 0) 390 OVFRHi,NGS: 20.0" 0.0" 8- 9-(-2152) 450 18- ••s-(-340) 1825 5-15-9 -790) 237 LL = 25 PSF Ground Snow (Pg) 15-16=9 0) e6 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BEG ATEA • REQUIREMENTS OF IBC 2015 AND IRO 2115 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECISS) lI 0'- 0,0" -255/ 1445V -151/ 163H 5.50" 2.31 DF ( 625) BOTTOM CHORD CHECKED FOR 1CPSF LIVE LOAD, TOP 29'- 3,0" -179/ 1245V 0/ CH 5.50" 1.99 DF ( 625) I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. I ICOND. 2: Design checked for net(-5 psf) upliCL aL 24 "cc spacing. VERTICAL DEFLECTION LIMITS: LL=1/240, TL=L/183 MAX LL CEFL = 0.019" ) -1'- 8,0" Allowed = 0.167" MAX TL CREEP CEFL = -0.022" 0 -1'- 8,0" Allowed = 0,222" MAX LL CEFL = -0.114" 5 9'- Allowed = 1,437" MAX TL CREEP CEFL = -0.271" 1 9'- -. Allowed = 1.917" 14-10 19-10 MAX HORlS. LL DFFL - 0.069" 5 29'- 2.5" l' f MAX PORIZ, TL D',F1 - 0-115" 9 29'- 2,5" 1-06-11-204-12 6-00-02 5-10-06 9-11-08 4-07-12 5-02-12 T T T I < T T T 12 12 Design conforms to main wrndforce-resisting sysie"n and componerLs and cladding criLeria- 6.a0 ' M-4x6 Q 6.00 Wind: 140 mph, h-24.231, TCDL-4,2,BCDL-6.0, ASCE 7-10, 4.0" (A11 Heights), Enclosed, CaL.2, Fxp.B, MWFRS(Dir), 6 la load duration factor--1.1, • Tress designed for wind loads in the plane of the truss only, -3x4 M-3x4 0. M-3x4 M-3x9 M-3x8 0 '-''f- Mf�12 13 , alk- - ro M-3x9 o rQ m 6 MTV o 1 - 10 11 19 15 17 1 9 0 II --=M-4x4 0 o M-1.5x3 M-5x8 M-1.5x3 M-3x6 1 ofo I M-3x6 M-5x8 M-1.5x3 M-5x12 I ) b .1 I I y y y ,t' 1J- y 06-13-035-10-06 9-06-06 1-07-08J 5-01-04 9-07-12 5-01 y °/) PR OFF 08y 2-11-08 10-03 1, J 16-05-08 f� 14-08-09 1-05-12 14-11-12 b �‘ '' Vs1G'INF��v% 29-08 :9200PE �v' JOB NAME : 20828 GLOBAL LOT 1 WALNUT TERRACE - C3 f / Scale: 0.1840 * ..111411P.., carp.: WARNINGS: GENERAL NOTES, unless otherwise noted: Q Cr 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for en Individual �L A OREGON w_ 10 T T u, s: C3 end Warnings before construction commences. building component Applicability of design parameters and properr ,p {7s j 2.2x4 compression web bracing must be Installed where shown 4, incorporation M wmponenl is the responsibility of the building tlesigner. A !! 11 3,Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al <O 1 2O` �"y.. Is the responsi lty of the erector,Additional permanent bracing of Y o.e.and a110'o e.respectively unless braced throughout their length by .. s G 1 DATE` 4/17/2018 the overall structure is the responsibility of the hording designer. continuousxImp ridging orng such as plywoodwn:rairedsheathing(TC)ereshown3. .+ SE Q i : K 4 5 0 8 2 0 1 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 era complete end at no time should any loads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, TRAITS I D: LINK design loads be applied to any component and are o"dry condition"o!use. 5,CompuTms has no control over and assumes no responsibility for the 6.Design assumes lull bearing at as supporta shown.Shim or wedge if EXPIRES: 12=31-2019 fabrication,handling,shipment and installation of can Design 88. A parents. 7.Design aumesadequatedrainagel9provided. April 17,2018 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. I 9.Digits indicate size of plate in inches. I MI Tek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-7311,E5R-1988(MiTek) 1 This design prepared from computer input by i Pacific Lumber and Truss-BC W LDMB:R SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x4 DF Jit&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2500) 559 Iar - BC: 2x4 DF kl&BTRSo=(-415) 2185 2- 9=(-202) 152 PACED 24.0" O.C. 2- 3=(-2333) 528 s-10=(-274) 1874 9- 3=( -23) 429 WEBS: 2x4 DF STAND3- 9=(-1681 LOADING ) 463 10-11=(-289) 1876 3-10=(-656) 243 e' TC LATERAL SUPPORT <- 12"OC9- 5=(-1681) 999 11- 7=(-423) 2227 10- 9=(-243) 1108 C. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD - .i1 PSF 6-(-2378) 313 10- -(-691) 248 BC LATERAL SUPPORT <- 12"OC. UOT" DL ON BOTTOM CHORD - 1010.0 PSF 55 - 7-(-2623) 539 5-11-( -15) 456 TOTAL LOAD - 42.0 PSF 7- 9-( 0) 94 11- 6-(-2.59) 185 OVF RtANCS: 0.0" 20.0" '7 41 LL = 25 PSF Ground Snow (Pg) r hanger specs. - See approved plans BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ,IN, (SPECIES) I LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 0'- 0.0" -230/ 1501V -204/ 193H 5.50" 2.40 DF ( 625) 1 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 35'- 9.0" 05/ 1659V 0/ OH 5.50" 2.72 DF ( 625) I I • ;COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 1 VERTICAL DEI'LECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.122" @ 17'- 9,0" Allowed = 1,742" MAX TL CREEP DEFL = -0.289" @ 17'- 9,0" Allowed = 2.322" MAX LL DEFL = 0.019" @ 37'- 5,0" Allowed = 0.167" MAX TL CREEP DEFL = -0.022" @ 37'- 5,0" Allowed = 0.222" MAX HORIZ, LL DEFL = 0.059" (a 35'- 3.5" MAX HORIZ. TL DEFL = 0.090" @ 35'- 3.5" I 17-09 I .r 18-00 Design conforms to main wind Eo ue-resisting 6-00-OS 5-10-095-10-04 T system and components and cladding criteria. ,� 5-10-045-10-04 6-03-08 '� ind: 140 mph, 11=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), 6.001,-- M-4x6 load duration factor-1.6, ' :16.001 Tuass designed for wind loads 9.0" in the plane of the truss only. 9 1M-5x6(5) 1 M-Sx8(S) 3.1" 0.25" 0.25" O9 4,* i ° 1 I +E M-1.5x3 M-1.5x3 t t. 03 t IN mig 1 '1, Vr7 rn M-5x6 M-3x4 0.25" M-3x4 M-3x8 , M-5x8(5) ,/, y y �E° PR°Fe 8-11-10 8-09-06 8-09-06 9-02-10 y �Co? NGINE�9 cSiO 35-091-08 4/4 l '' •92 OP r JOS NAME : 20828 GLOBAL LOT 1 WALNUT TERRACE - D4 :1111111111 • Scale: 0.1887 ` -.-„ 1 WARNINGS: GENERAL NOTES, unless otherwise noted: © Cr Trus: D 4 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual -9 "i OREGON 4(/ and Warnings before construction commences. bulldog component.Applicability of design parameters and proper 2.284 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chores to be laterally braced at /O 2.0\ 0 tipi.�1- is the responsibility of the erector.Adtlltional permanent braeing of roc.and at 10'o.c.respectively unless braced throughout their length by 14, 4 r DATE k 4/17/2018 ane overall sauque is ane responsibility W the building designee conllnuoua sneelhmg such ea plywood sneathlnq(Tc)andror erywalllec). 4{ 4.Na load should be applied to anyg an 3. n Impact bridging or lateral bracing required where shown++ � "�RIO, S E K 4 5 0 8 2 0 2 pp' component arra atter all bracing m d 4.maleua on of orae is the responsibility of the respective contractor. (� ai 1( TRAi_I_ fasteners are complete end at no lime should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, S ID: LINK design loads be applied to any component. and are for"dry conditiol0 of use. 5.CompuTrus has no control over and assumes no responsibility for rile 6.Design assumes fun bearing at all supports s)own.Shim or wedge it EXPIRES'. 12-31-2019 hina se fabrication,h en?ng,shipment and inslallelian of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both laces of truss,and paced so their center April 1 7,20 1 8 TPIWICA in Best,copies of which will be furnished upon request. Anes coincide with joint center lines. MiTek USA,IracJCompuTrus Software 7.6.8(10-E9.Digits indicate size Opiate in inches. 70.For basic connector plate design values see ESR-1311,ESR-1988(LOTek) This designprepared from computer input by Pacific Lumber and Truss-BC LUMBE1[ SPECIFICATIONS TRUSS SPAN .36'- f,0" INC 2015 MAX MEMBER FORCES 4NR/GDF/Cq=1.00 _ TC: 2x4 DF t1SBTR LOAD DURATION INCREASE = 1.15 1- 25=-1)-17030)) 54 2-1C=(-354) 2265 i-10=(-253) 185 BC: 22x4 DF ill&BTR SPACED 24.0" O.C. 2- 0=0-2544) 529 10-11=1-257) 1908 10- 4=( -11) 455 WEBS: 2x4 DF STAND 3- 4=1-2399) 503 11-12=1-281) 1895 4-11=(-600) 248 r LOADING 4- 5=(-1703) 454 12- d1-414) 2240 11- 5=(-231) 1127 TC LA^FRAL SUPPORT <- 12"OC. U0N. LL( 25.0)+DL( 7.1) ON TOP CHORD - 32.0 PSF 5- 6-(-1703) 454 11- 6-(-681) 248 BC LATERAL SUPPORT <- 12"0C. UON, DL ON BOTTOM CHORD - 11.0 PSF 6- 7-1-2399) 513 6-12-( -16) 465 TOTAL LOAD - 42.0 PSF 7- 8-(-2694) 529 12- 7-(-253) 185 OVFRHI NOS: 20.0" 20.0" 8- 9-1 0) 84 LL = 25 POE Ground Snow (Pg) • BOTTOM CHORD CHECKED FOR A 21 PSF LIM:TED STORAGE BEARING MAX VERT MAX HORZ SRI REQUIRED BRG AREA • LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) • THE BOTTOM CHORD DEAD LOAD 51 A MINIMUM OF 10 PSF. 0'- 1,0" -303/ 17020 -200/ 2096 5,50" 2,72 OF ( 621) • 36'- 0,0" -303/ 1702V 0/ OH 5.50" 2,72 DF ( 625) • ICOND. 2: Design checked foe net(-5 psi) upli_L at 24 "oc spacing. .1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.019" 0 -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.022" 0 -1'- 8,0" Allowed = 0.222" MAX LL DEFL = -0.127" 9 18'- Allowed = 1.704" MAX TL CREEP DEFL = -0.301" 9 10'- Allowed = 2.333" MAX LL DEFL - 0,013" 9 37'- 8,0" Allowed - 0.167" MAX TL CREEP DEFL - -0.022" 9 37'- 8,00" Allowed - 0.222" MAX HOSID. LL DEFL - 0.056" 9 35'- 6.5" MAX HORIZ. TL DEFL = 0.092" 0 35'- 6,5" 18-00 18-00 f f f Design conforms to main windforoe-resistiny 6-03-08 5-10-04 5-10-04 5-10-04 5-10-04 6-03-08 system and components and cladding criteria. f f f f f f f 12 12 Wind: 140 mph, h=2500, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 (All Heights), Enclosed, Cat.2, Exp.&, M'AFRS(Dir), 6.00 V Q 6.00 load duration factor=1.6, 4.0" Truss designed for wind loads y in the plane of the truss only. M-5x8(5) • M-5x8(S) 3.1" 0.25" 0.25" 09 4 > 1.5x391 .4- /111000„:.M-1.5x3 / r., co v 17 Y 1 Ni '...411111 I c Oi 10 -1I Il M-3x8 M-3x4 0.25" \ O M-5x8(5) M-3x9 M-3x8 0 `��D PRQ1 b b b b .1‘ 5< G(NE cI' U6> J.,- y 9-02-10 8-09-06 8-09-06 9-02-10 b b C C, ©� 1-08 36-00 1-08 89200PE 9r JOB NAME : 20828 GLOBAL LOT 1 WALNUT TERRACE - D5 ,00P4100: Scale: 0.1771 -' WARNINGS: GENERAL NOTES, unless otherwise noted: O Cr 1.Builder and ereulian contractor should be advised of all General Notes 1.This design is based andparameters upon the pameters shown and is for an individual Trus: D5 and Warnings before construnioncommences. building component Applicability of design parameters and proper -9L ,OREGON ��(/ 2.2z4 compression web bracing must be installed where shown.. incorporation of component is the responsibility of the building designer. 1 1 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at / AO is the respoireoMy of the erector.Additional permanent bracing of 4 7 o.c.and at to'o c.respectively unless braced throughout their length by !i continuoussheathing such rlbplywood sheuiredhom s)hown 55 ��, 1 L• 0.- DATE: 4/17/2018 the overall slna•ae is the responsibility of the building designer. 3.co Impact bor lateral bracing required where mown++ -r!E \V S EQ , K4 5 0 8 2 0 3 4.No load should be applied to any component until agar all bracing and 4.Installation of VMS is the responsibility of the respective contractor. fasteners ere complete and at no time should any loads greater than 5.Design assumes busses are to be used in a non-corrosive environment, - TRANS ID: LINK design loads be applied to any component. and are fo"dry condition.of use. 5.CompuTrus ilei m control over end assumes no responsibility far me 6.Design assumes fun bearing at all supports shown.Sutra or wedge if assn eso q I p EXPIRES.. 12-31-2019 fabrication.handing,shipment and a lineation of components. 7.Design assumes adequate drainage is provided. April I 7,LO I O 6.This design G furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIWTCA in BCSI,copies of which will be furnished upon request. lines caindde with joint center lines. MiTek USA,Inc.ICornpuTrus Software 7.6.8(1L)-E O.Porgtba indicate connectorosiea desig9. n inches. values see ESR.1311,E1R-1968(MiTek) This design prepared from computer input by I Pacific Lumber. and Truss-BC LUMB12 SPECIFICATIONS TRUSS SPAN 29'- 2.5" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.2 _ TC: 204 DF k1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 69 2-10=(-269) 1326 3-10=1 -591.) 140 16- 6_( -198) 941 BC: 204 DF Sl&BTR SPACED 29.0" O.C. 2- 3=(-1757) 353 10-11=( -29) 141 3-12=( -355) 1691 15- 7=( -363) 163 REBS: 2x4 DF STAND 3- 4=(-3191) 667 12-13=(-599) 2921 10-1233( -255) 1273 16-17=( -215) 1450 LOAD:NG 4- 5=(-2176) 456 13-16=(-311) 1877 11-12=( C) 36 7-17=( 0) 165 TC LATERAL SUPPORT <- 12"00. DON, LL( 25.0)+DL( 7.0) ON TOP CHORD- 32.0 PSF .5- 6-1-1467) 381 14-15-( 0) 0 12- 4-( -31) 364 17- 0-1 -173) 94 BC LAI!'FRAL SUPPORT G- 12"0C. DON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7- (-1993) 400 15-17-( -9) 53 9-13-(-104 9) 286 8-10-( 0) 174 TOTAL LOAD - 42.0 PSF 7- 8-(-1730) 415 17-18-(-311) 1631 13- .5-( C) 369 8- 9-(-1721) 264 OVERONCS: 20.0" 0.0" 8- 9-( -274) 175 19 9-(-299) 1633 5-16-) -789) 237 I LL = 25 PSF Ground Snow (Pg) 15-16=( C) 85 .. Fok hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA REQUIREMENTS OF IBC 2015 AND IRC 2115 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0,0" -253/ 1420V -150/ 1616 5,50" 2,28 DF ( 125) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 29'- 2.5" -172/ 1227V C/ 06 5,50" 1.56 OF ( 825) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, ICOND. 2: Design checked for net.(-5 psi) upLi_L al 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, PL=L/180 MAX LL DEFL = .019" 9 -1'- 0.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.022" @ -1'- e,0" Allowed = 0.222" MAX LL DEFL = -0,119" @ 8'- 9.9" A_lowed = 1.415" MAX TL CREEP DEFL = -0.259" 0 8'- 9.3" Allowed = 1,885" 14-10 14-04-08 MAX HORIZ, LL DEFL - 0.066" @ 28'- 9.0" f f I MAX HORIZ. TL DEFL - 0.111" @ 28'- 9.0" 1-06-11204-12 6-00-02 5-10-06 4-11-08 4-07-12 4-09-04 T T T '1 T T T T Design confoems to main windforce-resisting 12 12 s stun and corn CI, M-4x6 ' :16.00 r ponenLs and cladding criLe ria. 6. Q 6.00 Hind: 140 mph, h-24.21L, TCDL-4.2,BCOL-6.0, ASCE 7-10, 4.0" (All HeighLs), Enclosed, Ca L.2, Rxp.B, MNFRS(Dir), 6 load duration factor-1.6, Truss designed for wind loads p_M- in the plane of the truss only.M-3x43x4 M-3x12 M-3x4 • M 3x8 W. M-1.5x3 m o, .i, M�.12 13 I 160 -____g Tri', o 1 z Ye 11 o M-3x4 '� -�'� l of 14 15 18 **9 0 --M-4x4 0 o M-1.5x3 M-5x8 M-1.5x3 -M-9x4 0l M-3x6 M-5x8 M-1.5x3 M-7x8 1y 06-12-03 5-10-06 4-06-06 1-07-08 5-01-04 4-07-12 9-07-08 �vD PROP4:0 y / 1-08 2-11-08 10-03 16-00 y 14-08-04 11-05-12 14-06-04 y �5'� GINS % 29-02-08 b 29 :9200PE r J013 NAME : 20828 GLOBAL LOT 1 WALNUT TERRACE - C4 Ale I Scale: L'.1757 _ i '0... WARNINGS: GENERAL NOTES, unless otherwise noted: Trus: C 4 1. uilder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual -�7� O R EGO N lv and Warnings before construction commences. building component.Applicability of design parameters and proper A_ L 2.2x4 compression web bracing must be inslalled where shown.• . incorporation of component is the responsibility of the building designer. '1 �O�V`��+` 3.Additional temporary bracing to insure stability during construction 2.resign assumes me top and bottom chords to be laterally braced at < _7 is the f the erector.Additional g of 2'o.c.and a[10'o.c.respecdvely unless braced throughout their length by I responsibility o permanent brach continuous sheathing such as plywood sheathing(TC)andlor d II BC O s DATE f 4/17/2018 the overall strobe.is the responsibility of the building designer. 3.2s Impact brie lateral bracinged where shown. a( ) "I/ t ` 4.No load should be applied to any component until after all bracingd 4.Installation of truss is the res lyq( PR {.+v S E Q K 9 5 0 8 2 0 4 fasteners are complete and at no time should any loads greater an 5.Design assumes trusses are to be ulsed n aanrespective n<o osicontractor. e n�a ronment, 1, TRAITS I D: LINK design loads be implied to any component. and are for''dry condition"of use. 5.Com WTrus has w control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES.. 12-31-2019 fabrication.handing, rte rg' hedipmeec to the limitations s components. T.Design assumes adequate drainageprpvi April 17,2018 6.This design is banished subject to the limbations set forth by ed a Is s,an 8.Piec shall be located on beth facia of hues,and placed so their center TPINJTCA in SCSI,copies of which WI be furnished upon request lines coincide with joint center lines. I MiTek USA,Inc./Corn uTrus Software 7.6.8(111.E 9.Digits indicate size Cl plate In inches. I m10.Foe basic connector pate design values see ESR.13t 1,ESR.1988(MiTek) I This design prepared from computer input by Pacific Lumber and Trus-BCire LUMBER SPECIFICATIONS TRUSS SPAN 36'- 0.0" IBC 2015 MAX MEMBER FORCES 4AR/GDF/Cq=1,00 TC: 204 DF Jtl&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-12=(-274) 1709 3-12=3 -828) 152 16- 7=(-310) 1117 BC: 2x4 DF AIESTR SPACED 24.0" O.C. • 2- 3=(-2228) 426 12-13=3 -30) 172 3-19=3 -407) 1382 18- 7=( -90) 535 WEBS 204 DF STAND 3- 9=(-3383) 755 14-15=(-623) 3592 12-19=3 -264) 1679 18- 8=(-696) 243 I LOADING 9- 5=(-2323) 550 15-16=(-365) 2552 13-19=3 0) 41 8-03=) -7) 467 TC L TRRAL SUPPORT <- 12"OC. CON, LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PIF 5- 7-(-2276) 513 17-15-( -9) 66 14- 5-3 -28) 467 19- 9-(-257) 188 BC L TF RAL SUPPORT <-12"00. OON- DL ON BOTTOM CHORD - 10.0 PIF 6- 7-(-2275) 617 18-15-(-279) 1499 4-15-(-1099) 283 ! TOTAL LOAD - 42.0 PIF 7- 8-(-1699) 456 19-10-(-417) 2291 15- 5-( 0) 369 OVERBANGS: 20.0" 20.0" 8- 9-(32382) 997 5-16-) -697) 160 LL = 25 PSF Ground Snow (Pg) 9-10=(-2639) e32 6-16=3 -332) 215 10-11=3 0) 84 17-16=( 0) 57 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16-18=( -151) 1375 LIVE LOAD AT LOCATEON(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX SORE BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECTES) 0'- 0,0" -309/ 1702V -209/ 2095 5,50. 2.72 DF ( 625) 36'- 0,0" -303/ 1702V 0/ OH 5,50" 2,72 OF ( 625) ICONS. 2: Design checked for net(-5 psf) uplift at 24 "or spacing. I VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/18C MAX LL DEFL - 0.013" @ -1'- 8.0" Allowed - 0.167" MAX TL CREEP DEFL = -0.022" 5 -1'- 8,4" Allowed = 0.222" MAX LL DEFL = -0,166" 5 13'- 3.5" Allowed = 1.754" MAX TL CREEP DEFL - -0,311" @ 13'- 3.5" Allowed = 2.339" MAX LL DEFL = 0.013" r 37'- e,0" Allowed - 0,167" 18-00 MAX Ti CREEP DEFL = -0.022" 5 37'- 8,0" allowed - 0,222" 18-00 T ,r MAX HOPIZ. LL DEFL = 0.031" 5 35'- 6.5" 1-071123-12 5-03-04 5-01-08 4-06 6-00 5-10-04 6-03-08 MAX PORIZ, TL DEFL = 0.151" .a 35'- 1 1 1 1 1 1 1 1 1 12 M-7x6 12 Design conforms to main windforce-resisting 6.01 Q 6,00 system and Components and cladding criteria. 7.0" 7 P-(( Wind: 140 mph, h=25ft, T.^,DL=4.2,BCDL=6,0, ASCE 7-10, rr M-5X8 $ (All Heights), Enclosed, Cat,2, Exp.B, MSFRS(Dir), ( ) load duration factor=1,6, M-1.5x3 Truss designed for wind loads 6 0.25" in the plans of the truss only. M-Sx6(S) 8 ov 0.25" °` M-1,5x3 I 9 M-3x4 M-3x8 N - \I11 ffg in d, 14 r 15 -6n��'.m 115 'v l I 2 -12 13. o M-3x4 0 17 18 '\1 � i ' M3x6 0l o M-7x8 M-5x12 0.25P M-3x8 Io M-3x8 M-1.5x3 M-1.5x3 M-5x8(S) M-5x12 • X y07y y > y y 1 y ��' p pPpF��� -I�02y 5-01-08 5-05 4-07-12 8-06 9-06 y y y �c �NGiN�F4) /� 1-08y2-11-08 10-03 22-09-08 -08 A_ 36-00 �� :9200PE �� JOt NAME : 20828 GLOBAL LOT 1 WALNUT TERRACE - D6 / j Scale: 0,1516 1 , : WARNINGS: GENERAL NOTES, unless otherwise noted: © /}, Trus: D 6 1. uilder and erection convector should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual -yL ,�OREGON tV and Warnings before construction commences. building component.Applicability of design parameters and proper yv, 2.2x4 compression web bracing must be installed where shown+, incorporation of component IS the responsibility of the building designer. Vs 3.Additional t bracing t 2.Design assumes the top and bottom chords to be laterally braced al <O I 2 �� temporary q o insure stability during construction 2'op and at 10'op respectively unless braced throughout their length p 1 4 s the responsibility of the erector.Additional permanent bracing of continuous sheathing Such as Dori sheathing(TC)g y s DATE 4/17/2018 menverenekmdtraiemerea g pyoandmrdrywall(PC). ponsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 'R R 11-L- SEQ; : K4508205 4.No load should be applied to any component until It all bracing and 4.Installation or truss is the responsibility of the respective contractor. fastener;are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used In a non-corrosive environment, T RAIif 5 I D: LINK design loads diapered to any component. and are for"dry condition-or... 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 5.Campurms has os control over end assumes no responsibility nor me ecesa fabrication,handling,shipment and installation of components. 7.Designnassumes atlequale drainage Is provided. 8.This design u furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center April 17,2018 TPIM?CA in SCSI,copies of which will be furnished upon request. lines coincide with joint centm lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector pate design values see ESRO1311,ESR.1988(MI Tek) 1 - This design prepared from computer input by Pacific Lumber and Truss-BC LUMBgR SPECIFICATIONS TRUSS SPAN 36'- C.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.10 ..TC: 12x4 DF !i1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 04 2-15=(-354) 1709 3-15=( -329) 183 10-22=) -59) 535 BC: 2x4 DF 4i1&BTR SPACED 24,0" O.C. 2- 3=(-2229) 513 15-16=( -37) 171 3-17= -9741761 22-11=(-516) 185 WEBSa 204 DF STAND 3- 4=(-3965) 927 17-18=(-753) 3635 15-17=( -393) 1675 11-23=( 0) 350 I 45=1-2326) 591 1814=(- 89) 2555 1617=( -I) 91 23-12=(-170) 142 TC LyfF RAL SUPPORT <- 12"0C. 505, BC L'.11.'..FRAL SUPPORT <- 12"0C. 505, LL( 25.0)+DL( 7.0) ONLOADING TOP CHORD - 32.0 PIP 5-- 5-(-2282) 535 2100:2119--)( 0-21-( 9-12) 57 17-- 9-( -50) 465 a DL ON BOTTOM CHORD - 10.E PIP 6- 7-(-2180) 696 21-22-(-23L') 16:39 4-18-(-1039) 304 TOTAL LOAD - 42.0 PSF 7- 8-( 0) 0 22-23-(-411) 2011 19- 5-( 0) 363 7-10-(-1633) 572 23-13-(-509) 2256 5-17-( -712) 160 NOTES 2x4 BRACING AT 24"OC HON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 6-19=1 -122) 114 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-1912) 507 20-19=1 -5) 18 = BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-2456) 612 19-21=( -266) 1630 I LIVE LOAD AT LOCAP_ON(S) SPECIFIED BY IBC 2015, 12-13=(-2359) 632 19- 7=( -204) 1062 OVERHPINGS: 20.0" 12,0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14=( 0) u,. 21- 7=( -353) 132 21-10=( -120) 108 BEARING MAX VERT MAX 9032 BAG REQUIRED BOG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) 0'- 0,0" -330/ 1706V -178/ 182H 5.50" 2.73 D6 ( 625) 36'- 0,0" -298/ 1622V 0/ OH 5.50" 2.60 DN ) 625) [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing, VERTICAL DEFL-ECTION LIMITS: LL=L/240, IL=L/180 MAX LL SOIL = 0.119" @ -1'- 3.0" Allowed = 0.167" 16-11-15 2-00-02 16-11-15 • f ,f MAX TL CREEP DEFL = -0,022" @ -1'- 9.0" Allowed = 0,222" • H-11-06 8-00-09 2-11-13 6-08 MAX LL DEFL = -0.102" @ 16'- 0.2" Allowed = 1.754" 9-04-04 MAX TL CREEP DEFL = -0.377" @ 13'- 3,5" Allowed = 2.?39" • 1-03-12 5-01-08 1-06-1�1 1-0303 5_0()f f MAX LL DEFL = 0.102. @ 37'- 0.0" Allowed = o.100. MAX TL CREEP DEFL = -0.023" 8 37'- 0.0" Allowed = 0.133" 1 07-12 5-03-04 p2-01 2-00-0 5-03-08 5-05-04 T f T T ¢ T T T { T T f MAX HORSO. LL DEFL = 0.792" 5 30'- 6.5" MAX HORIZ, TL DEFL = 0.153" 5 35'- 6.5" 16-00-04 16-00-04 1' T 1 1" 12 M-5x12, 9 M-6x6 12 Design conforms Lo main wr ndfo roe-resisting 00 aye Lem and components and cladding 0:0 Le ria. 6.00 [7' _ %%14,0 Q F M-1.5x3 •-ro'' 441%,%,%44,44%1%.14w Wind: 140 mph, h=24.78t, TCDL=4.2,BCDL=6,0, ASCE 7-10, • M-3x6(S) (All Heights), Enclosed, Cat,2, Exp,B, MWFRS(Dir), load duration factor=1,6, M-3x6(5) M-3x4 Truss designed for wind loads M-3x9in the plane of the truss only, /*M-1.5X 3 M-3x4 2 M-3x8 4 V /., 7 . '411111114111411111411141414141N% IN ice �. _ ti 5 M-3x9 7:`4 � o f 2 15 -5 0 0 20 21 7r� o M-3x6 0 o M-7x8 0.25 M-1x4 M-3x8 1 o M-3x8 M-1,5x3 M-1.5x3 M-5x12 M-5x6(S) M-5x12 y , y y 2-02-12 y > L ����p PR prFss 1-07-112-02 5-01-08 5-05 4-11-12 7-04-04 8-01 > yy C, . ��GI�F�'y io 1-08y2-11-OB 10-03 22-09-08 1-00 A� L v 36 00 . . 89200PE 9v J0} 4 ,.. .:-Z--, !3 NAME : 20828 GLOBAL LOT 1 WALNUT TERRACE - D7 I Scale: 0.1555 -��_ WARNINGS: GENERAL NOTES, unless otherwise noted: A. 1.Builder and erad'oe contractor should be advised of ell General Notes 1.This design is based only upon the parameters shown end is for an individual -f7� ,if OREGON L(/ Tru s: D7 and Waminga before construction commences. building component.Applicability of design parameters and proper 1_ 2.2x4 compression web bracing must be installed where shown e incorporation et component is the responsibility of the building designer. /J Y Vs 3.Additional temporary bracing In ensure stability during construction 2.Design assumes the rap and bottom chords to be taterauy braced '7 n O`s?'‘''' � • 7 O.G.and at 10'0.0.respectively unless braced throughout their length by O ��1 4 Is the responsibifily of the erecta.Additional permanent bracing of continuous sheathingsuch as plywood sheathin TG DATED 4/17/2018 the overall shatters Is the responsibility of the building designer. P in 9l )ownand/-t tlrywall(BG) � � �� 3.2x impact bridging or lateral bracing required where shown SE K 4 5 0 8 2 0 6 4.No load should be applied to any component until after all enticing and 4.Installation of truss is the responsibility f the res Q' g p e o ,active contractor. completefasteners are and at no lime should any loads greeter than 5.Design assumes trusses are to be used in anon-corrosive environment, TRAITS ID- LINK design loads be applied to any component. end are ro"dry condition"of use, S.CmepuTr°a has no control over and assumes no responsibility for Me 6. Design a assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling, hi necws ataess s ,matt and installation of components. 7.Design assumes adequate drainage is provided. April 17,2018 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of trues,and placed so their center TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MITek USA,Ing./Com uTrus Software 7.6.8(10-E 9.Digits indicate sae Diploid in inches. F10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) MEMMErj 1 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONSHIP CORNER RAFTER LOAD DIJRAT:ON INCREASE = 1.15 1 CHORDS: LOADING TC 1X4-2 DF $168Tfi TOP CHORD LL + DL = 32.0 PSF 12 5.:4 L • M-3x6(S) O. M-5x8 M-3x6 0100!♦ M-3x6 1PROVIDE SUPPORT @ 48"o.c. 10-04-09 M-3x6 0 M-3x8 1 a — o i o y >< y �, D PRQFF�s 2-04-07 6-09-13 ti, ONGINe -, �p2 `� ,.......89200PE 91 J03 NAME : 20828 GLOBAL LOT 1 WALNUT TERRACE — CR 41. 1, .... Scale: 0.9"741 ter -,' WARNINGS: GENERAL NOTES, unless otherwise noted: VP /S. Tru B: C R• 1. uilder and er tipl contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual -yG OREGON Ix 4,�`w and Warnings before construction commences. building component Applicability of design parameters and proper 2.234 compression web bracing mull be installed where shown+. inwrporadon of component is the responsibility of the building designer. 2��'e* �� 3.Addilional temporary bracing to insure stability during constructon 2.Design assumes the top and bottom chords to be laterally braced at �O 1 4is the responsibility of the erector.Additional permanent bracing o! 7 o o.and at 10'mo.respectively unless braced throughout their length by a DATE 4/17/2018 the a res slnxbXe is the res continuous sheathing such as plywood sheething(TC)antlrpr drywaIliac) /11 , responsibility of building designer. 3.co Impact bridging or such bracing required where shown++ ',/ �RIO- S E Q K4 5 0 8 2 0 7 4.No load should be lege ed to any component until alter all e acing and 4.Installadon of boas R he responsibility or he respective conlrador. fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to he used in anon-corrosive environment, TRA S I D: LINK design loeda be pplied to any nmponenl. and are fe"drycondbion" use. b.CompuTrus hoe W mnlrol over end assumes no moponsibiliry la the 6.Design assumes lull Dearing at ell supports shown.Shinn or wedge If EXPIRES.. 12-31-2019 fabrication,h Harass sfloesg,shipment and ellallelion of components. 7.Design assumes adeguale drainage is provided. April 17,2018 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both laces of truss,and placed so their center • 1 TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA, 6.2.3 1 L Z Inc./Com uTrus Software 9.Digits indicate size of plate in inches. P ( )' 10.For basic connector plate design values see ESR.1311,ESR.1988(MiTek) I • This design prepared from computer input by Pacific Lumber and Truss-BC n• LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF AI&BTR LOAD DURATION INCREASE _ 1.15 1-2=( 0) 72 2-<=(0) 0 - BC: 2x4 DF til&BTR SPACED 29.0" 0.0. 2-3=(-97) 47 TC LTERAL SUPPORT <= 12"OC. 100N. LOADING BC L TER AL SUPPORT <- 12"OC. UON, LL( 25.0)+DL( 7.0) ON TOP C7ORD - 32.0 PSF BEARING MAX VERT MAX HORS BRC REQUIRED ARC AREA DL ON BOTTOM CHORD - 10.0 PSE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD - 92.0 PSF 0'- 0.0" -95/ 328V -15/ 620 5.50" 0.53 DF ( 625) 1'- 1.3" -71/ 15V 0/ OH 1.50" 0.02 DE ( 625) LL = 25 PIE Ground Snow (Pg) 2'- 0.0" -29/ 29V 0/ OH 5.50" 0.05 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. 1-02 f ,BOTTOM CHORD CHECKED FOR lOPSF L=VE LOAD, TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12 MAX LL DEFL = 0.003" 0 -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.00.3" @ -1'- 0.0" Allowed = 0.133" 10.00 7 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.019" MAX BC PANEL LL DEFL = -0.001" @ 1'- 0.2" Allowed = 0.054" MAX BC PANEL TL DEFL - -0.001" 0 l'- 0.1" Allowed - 0.072" MAX BC PANEL TL DEFL - -0.000" @ 1'- 2.0" Allowed - 0.072" MAX HORIZ. LL DFCL - -0.000" @ 1'- 1.3" MAX HORIZ. TL DEFL = -0.000" 5 1'- 1.3" -/ Design conforms to main windforce-resisting systeu and components and cladding_ criteria. Wind: 140 mph, h=20.9ft, TCEL=4.2,BCDL=6.O, ASCE 7-10, 101/L.11 .11.111.H m (All Heights), Encicsed, Cat.2, Exp.E, MWFRS(Dir), � load duration factor=l.ti, Iv� Truss designed for wind Loads in the plane of the truss only. MCO co 013:2111 11111211 1 1 y 1-00 2-00 °(‹e'\°) PR°res • �CNEFqGIN `s%0 2 :9200PE r JOi NAME : 20828 GLOBAL LOT 1 WALNUT TERRACE - DJ1 ..e: IScale: 0.7547 ' �+`.""" ' y� WARNINGS: GENERAL NOTES, unless otherwise noted: O J'y. lti TT11 S DJ1 1. uilder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual "74. "/OREGON and Warnings before construction commences. building component_Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown�, incorporation of component is Me responsibility of the building designer. �01` �4� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �� qY s IF- s the responsibility of the erector.Additional permanent bracing of 2 o.c.and at tit'oc.respectively unless braced Mroughout their length by ,;?)VP, DATE 4/17/2012 the overall Gnc�kae is the responsibility W the building designer. continuous sheathing such as plywood sheathing(TC)anon drywall(BC). 3.2s Impact bridging or lateral bracing required where shown•t• MeR R 10- j,,,,fi S E Q 1 : K4 5 0 8 2 0 8 4.No load should be applied to any component until ager all bracing and 4.Installation of is the responsibility of the respective contactor. r' fasteners are complete and at no time should any loads greaser than 5.Design assumes trusses are to be used in a noncorrosive environment, TRA4IS I D: LINK design(nada be applied to any component. and are for"dry condition"of us¢. 5.Compares has no control over and assumes no responsibility for the 6.Design assumes full bearing et all supports shown.Shim or wedge h EXPIRES: 12-31-2019 necesfabrication.handling,shipment and inslellalion of components. nary' rth by 7.Design assumes atled on drainage is provided. 6.This design is furbished subject to the ll lagoons set forth by 8.Plates shall be located on both faces of truss,and placed so their center April 17,2018 TPIM?CA in BCS(,copies of which will he furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.8 L 9.Digits indicate size of elate in inches. 1E P ( )" 10.Pa basic connector Male design values see ESR.1311,ESR.1988(MiTek) i This design prepared from computer input by Pacific Lumber and Truss-BC LUKBEFSPECIFICATIONS TRUSS SPAN 2'- 4.4" IBC 2015 MAX MEMBER FORCES 4NR/GDF/Cq=1.00 TC: 2x4 DF h1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 72 2-4=(0) 0 • BC: I 2x4 DF 41&BTR SPACED 24.0" O.C. 2-3=(-66) 45 1 TC LATERAL SUPPORT <= 12"OC. 1JON. LOADING BC LATERAL SUPPORT <- 12"0C. LION, LL( 25,0)+OL( 7.0) ON TOP CHORD - 32.0 POE SEARING MAX VERT MAX HOR0 BRG REQUIRED BRC AREA DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHI.NCS: 12.0" 0.0" TOTAL LOAD - 92.0 PSF 0'- 0.0" -65/ 305V -20/ 929 5.50" 0.49 OF ( 625) 1'- 9.2" -30/ 26V 0/ OH 5.50" 0.04 DF ( 625) IL = 25 PSF Ground Snow (Pg) 2'- 4.4" -35/ 59V 0/ OH 1.50" 0.09 DF ( 625) 1 1 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 1PROVIDE FULL BEARING. 10,00 V • BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. • • AND BOTTOM CHORD L.VE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/245, TL=L/180 MAX LL DEFL = -0.002" 9 -1'- 0.0" Allowed = 0.100" -/ MAX TL CREEP DEFL = -0.003" e -1'- 0.0" Allowed = 0.1.33" MAX TC PANEL LL DEFL = 0.004" 9 1'- 3.6" Allowed = 0.165" MAX TC PANEL TL DEFL = 0.009" ? 1'- 3.6" Allowed = 0.297" ' MAX HOER. TL DF'L - -0.000" 9 2'- 3.6" Design conforms to main wondforre-resisting system and components and cladding criteria. 0 Wind: 140 mph, h-21.4ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, c (A11 Heights), enclosed, Cat.2, Exp.B, MNFRS(Dir), oj load duration factor-1.6, cY Truss designed for wind loads in the plane of the truss only. M f C o i /111.1.4-3x4 o L Al, y b ioo 2-00 0-04-06 ,0\°) RP RQFFss • 89200PE PL9r JOJ NAME : 20828 GLOBAL LOT 1 WALNUT TERRACE - DJ2 -...." Scale: 0.8282 •a. ' - _ WARNINGS: GENERAL NOTES, unless otherwise noted: 4 CC 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual -SEL ""OREGON Ix lV Trues: DJ2 and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is Me responsibility of the building designer. A l temporary bracing to insure stability during construction 2.7 0.0. assumes the top and bottom chords to be laterally braced al /O �Y AQ` �y... 3.Additional to 7 o.c.and at 10'oc.respectively unless braced throughout their length by b OP'11 is the respons'Y'tlty of the erector.Additional permanent bracing of continuous sheathing Such es plywood sheelhing(TC)and/or tlrywelyBC). 41 y� DATE: 4/17/2018 the overall ebudure is the responsibility of the building designer. 3.2x Impact bridging or leteml brecing required woere shown++ �/ "R vv SEQ K4508209 d.No load should be applied o any component until alter all bracing and 4.Inatallagon of truss is the responsibility of the raspecfrve contractor. `�1 R �. fasteners are complete and at na time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRAMS I D: LINK design loads be applied to any component and are for"dry condition"or use, 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes lull bearing at all Supports shown.Shim or wedge it ssary. q 7 gpEXPIRES: 12-31-2019 febdcetian,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. Aprl I 17,L0I U 6.This design is famished subject to the limitations set forth by 8.Plates shall be boated on both races of truss,and placed so their center TPINYTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc.ICompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see 016.1311,ESR'1988(MiTek) 1 1 1 - This design prepared from computer input by J1 Pacific Lumber and Truss-BC - LUNBEe{ SPECIFICATIONS 8-00-00 MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 9'WR/GDF/Cq=1.00 • TC: ,2x4 DF A16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 72 2- 70:((-1701)) 481 7- 6=) 0) 92 5-10=1-592) 303 2x6 DF SS TZ 2- 32:((-7700)) =(-770) 189 7- 0 6- 3=( -38) .32 BC: 12x4 DF 01&BTR LOADING 3- 4=(-768) 203 6- 9=(-225) 625 3- 9=( -63) 146 • WEBS:1204 DF STAND; LL = 25 POF Ground Snow (Pg) 9- 5=1-654) 202 9-10=( -38) 55 9- 4=1-154) 193 12x4 DF #1uBTR A TC UNIF LL( 50.0)+DL( 19.0)- 64.0 PLF 0'- 0.0" TO 3'- 7.0" V 9- 5-(-19.5) 672 TC UNIF LL( 100.0)+DL( 28.0)- 128.0 PLF 3'- 7.0" TO 8'- 0.0" V TC LA ERAL SUPPORT <- 12"0C. UON. 3C UNIF LL( 0.0)+DL( 90.0)- 90.0 PLF 0'- 0.0" TO 8'- 0.0" V BEARING MAX VERT MAX 14057 BRC REQUIRED BRC AREA BC LA FRAL SUPPORT <- 12"OC. UON, LOCATIONS REACTIONS REACTIONS SI7.0 SQ.IN. (SPECIES) TC CONC LI( 149.31+51( 41.81= 191.1 LBS @ 3'- 7.0" 0'- 0.0" -186/ 759V -59/ 10910 5.50" 2.22 DE ( 625) 8'- 0.0" -253/ 675V 0/ 00 5.50" 2.08 DO ( 625) NOTE:*12x4 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ALL FIAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 1COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing. 1 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OVERHANGS: 12.0" 0.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: :L=L/240, TL L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.021" @ 3'- 7.8" Allowed = 0.354" 3-06-12 4-05-04 MAX TL CREEP DEFL = -0.043" @ 3'- 7.8" Allowed = 0.472" MAX HORI0. LL DEFL = 0.015" @ 7'- 10.2" 2-04-14 1-01-14 4-05-04 MAX HORI0. TL DEFL = 0.025" @ 7'- 10.2" T f 4191.10# T 12 M-9x6 Design conforms to main windforce-resisting system and components and cladding criteria. 10.00 M-3x4 4 - Wind: 140 mph, 0=21.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (Air heights), Enclosed, Cat.2, Exp.e, DINDRS(Dir), load duration factor=l.6, M-9x6 end vertical(s) are exposed to wind, 3lrini Truss designed for wind loads. •I �, e in the plane of the truss only. 0 I i1 0 I od G� iii� OP g o i ►:A ti m r M-1.5x3 CP o I -� 1,43x4 M-3XP o 1 M-3x4 M-3x6 b b b b 2-03-02 0-11-04 4-09-10 L b b b 1-00 2-04-14 5-07-02 t 1' ) b 2-11-06 0-06-10 5-00-08 y 8-00 y '/QED PPOF�`.0 C. a :9200PE yr JO0 NAME : 20828 GLOBAL LOT 1 WALNUT TERRACE - DJ3 / iScale: 0.4411 I �' WARNINGS: GENERAL NOTES,design unless otherwise theramete: - di OREGON ��� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 7I//' Ix Trus: DJ3 and Warnings Wore concoction commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. �J 2�� �� 3.Additional tempary bracing to insure stability during construction 2.Design assumes Me cop and bottom ase braced to be laterally braced al '6 '<1 7 y 14 Is the respensibifly of the erector.Additional permanent bracing of 7 0.0.and at 10'o.c.respectively unless braced throughout melt length by �,j [J�... )` RP' DATE: 4/17/2018 the overall sbrclure Ie the responsibility el the building designer. continuous sheathing such as plywood shear whet s and/or drywall(13C) ' ' RR I ir� NV Wt's' Yg 9 3.2x Impact bodging or lateral bracing required wham shown++ S E Q K 4 5 0 8 2 1 0 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are template and at no lime should any loads greater than 5.Design assumes Pusses are to be used in a non-corrosive environmenl, T RA S I D: LINK design loads be eppum ed to any coponent and are for"dry condition'or use. 5.Com WTms hoe no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown Shim or wedge if EXPIRES: 12-31-2019 •• fabrication,handl) shipment and installation of components. seary. handling, 7.Plates assumes adequate drainage toprovided. April 17,2018 6.This design is furnished subject to the limitations set forth by 8.Plates shall be fowled on both latae of muss,and placed so their center TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint cenler lines. 9.Digits indicate size of plate in inches. MiTek USA,Mc./CompuTres Software 7.6.8(1L)-Z 10.For basic connector pate design values see ESR-1311,ESR-1988 Wee) I This design prepared from computer input by Pacific Lumber and Truss-BC LUMBE` SPECIF_CATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 12x4 DF #_&BTR LOAD DURATION INCREASE = 1._5 1-2=( 0) 72 2-6=1-70) 137 9-5=( 0) 23 3C: 1204 DF #_&BTR SPACED 29,0" O.C. WEBS:)2x4 OF STAND 2-3=(-297) 26 5-7=(-95) :83 5-3=( 0) 70 3-4=( -38) 43 3-7=(-197) 103 ` LOAD=NG TC LAtFRAL SUPPORT 6- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 3C LA FRAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORS BRC REQUIRED BRC AREA TOTAL LOAD - 42.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. ( 5) H NGS: 12.0" 0.0" 0'- 0.0" -35/ 404V -54/ 1559 5.50" 0.65 DFX ( 62625) LL = 25 PSF Ground Snow (Pg) 4'- 8.4" -138/ 97V 0/ OH 1.50" 0.16 DF ( 625) 8'- 0.0" 0/ 127V 0/ OH 5.50" 0.20 OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:2,4,7 I BOTTOM C3ORD CHECKED FOR lOPSF LIVE LOAD. TOP psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, 'COND. 2: Design checked for net(-5 VERTICAL DE=LECTION LIMITS: LL=L/290, TL=L/180 4-09-03 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" T f MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed - 0.133" q MAX LL DEFL - -0.004" @ 2'- 9.8" Allowed - 0.209" MAX TL CREEP OEEL - -5.5188" @ 2'- 9.8" Allowed - 0.279" 12 MAX LL TEFL - 0.000" @ 0'- 0.0" Allowed - 0.139" 50.00 0MAX BC PANEL TL DEFL = -0.045" @ 4'- 9.9" Allowed = 0.276" MAX HORIZ. IL PEEL = 0.011" @ 7'- 6.6" MAX HORIZ. TL TEFL = 0.015" @ 7'- 6.6" M-9x6 Design conforms to Ta_n wind£orce-resisting system and components and cladd-ng criteria. 1111 co o Hind: 140 mpn, h=22.4ft, TCDL=4.2,BCUL=o.0, ASCD 7-10, (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load durat-on factor-_.6, ro IIIIIIIIIIIIIIIIW Truss designed for wind loads in the plane of tie truss only. rnI o -/ IYI M-1.5x3 c ISI o 0 o ► N*-3x4 0 M-3x4 M-3x6 , b b ), b 2-09-12 4-08-13 0-05-07 b b b l • 1-00 2-11-08 8-00 5-00-08• ���vp PRoFess • ��0 �Nc'tNEF'9 /02 89200PE vr" JOB NAME : 20828 GLOBAL LOT 1 WALNUT TERRACE - DJ4 Scale: 0.5270 WARNINGS: GENERAL NOTES, artless otherwise noted: 4111111. „ CCTruS' 74 1. uilder and ereedon contractor should be advised of all General Notes t.This design is based only upon the parameters shown and Is for an individual -yL 21 OREGON 4/ and Warnings before constmction 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 bulking designer. 44- 14 J 2-°'\ "‘"/.3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al /O '7 y 1 4 Is the responsibily of the erector.Additional permanent bracing of p'o.c.and at 10'o.c.respectively unless braced throughout their length by f DATE: 4/17/2018 continuous sheathing sum as plywood sheathkg(TC)and/or drywau(Bc). the overall udels is the responsibility of the building designer. 3. Impact bridging or lateral bracing required where shown++ �R R t 1.,N- SEQ.: K 4 5 0 8 211 4.No Mad should he applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRAINS I D: LINK design loads be applied to any component. and are for"dry ondition'of use, 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all support shown Shim or wedge h EXPIRES: 12-31-2019 fabrication,handing,spmenl hl and installation of components. asery. q r� q p 7.Design assumes adequate drainage is provided. April I/'7,L I O 6.This design is furnished subject to the limitations set forth by 8.Plates shall he located on both laces of truss,and placed so their center TPINJrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,InclCOm UTrys Software 1Z 7.6.8 L 9.Digits indicate size of plate in inches. p ( )- 10.For basic connector plate design values see ESR-1311,ESR-1988 MT.) I - This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF 41&12TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(-108) 181 6-5=( 0) 23 BC: 2x4 DF 4168TR SPACED 24.0" 0.C. 2-3=(-293) 43 5-7=(-195) 242 5-3=( 0) 71 WEB.SI LOAD=NG 2x4 DF STAND 3-4=( -68) 59 3-7=(-260) 157 TC LA'IITFRAL SUPPORT G- 12"0C. VON. • LL( 2.5.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BC LITERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX BORE. BRC REQUIRED BRC AREA • TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ-IN. (SPECIES) OVFRF�ANCS: 12.0" 0.0" 0 - 0. "0 -2b/ 434V -67/ 188H 5.50" 0.69 DF ( 625) j LL = 25 PSF Ground Snow (Pg) 5''- 11.8" -125/ 115V 0/ OH 1.50" 0.19 OF ( 625) 8'- 0.0" 0/ 149V 0/ OH 5.50" 0.24 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND DEC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP PROVIDE FULL BEARING;Jts:2,4,7 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/24I, TL=L/180 5-11-09 MAX LL DEFL = -0.002" 2 -1'- 0.0" Allowed = 0.100" 1' MAX TL CREEP DEFL - -0.003" ,< -1'- 0.0" Allowed - 0.133" MAX LL DEFL - 0.013" e 2'- 9.8" Allowed - 0.269" y MAX TL CREEP SOIL - -0.022" , 2'- 9.8" Allowed - 0.359" � MAX LL SOIL - 0.000" .,, 0'- 0.0" Allowed - 0.079" MAX TL CREEP DEFL = 0.000" 9 0'- 0.0" Allowed = 0.105" 12 /' MAX HORIZ. LL DEFL - -0.016" 9 7'- 6,6" 10.00 7 MAX HORIZ. TL DEFL = 0.019•' 9 7'- 6.6 Design conforms to main indforce-resistinc system and componentsand cladding criteria. M-4x6 toOwed: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.,0, ASCO 7-10, • l (All heights), Dcedcsetl, Cat.2, Exp.?, MWCR$(Oh ), m load duration factor-1.6, 0 1 Truss designed for wind loads in the plane of the truss only. ri.u.,,,..,,_. rnl o 0 M-1.5x3 2� o M=3x4 c' M-3x4 M-3x6 2-09-12 4-08-13 0-05-07 ' 1-00 2-11-08 8-00 5-00-08 �Vp PRO �.c�\��1`VG'IN�cC�`SAO 2 `c- 89200PE' 9r J0113 NAME : 20828 GLOBAL LOT 1 WALNUT TERRACE - DJ5 • Scale: 0.4591 I WARNINGS: GENERAL NOTES, unless otherwise noted: I�1 Tru l s: DJ rJ 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual v�• ,�OREGONb. tv cid Warnings before construction commences. building component.Applicability of design parameters and proper L • 2.2x4 compression web bracing must be installed where shown�. incorporation of component is the responsibility of the building designer. • 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced a1 <0 1 y-Q'‘ 1 Is the responsibily of the erector.Additional permanent bracing of T o.p.and at 10'o.c.respectively unless braced throughout their length by s �� FATE 1 4/17/2018 the overall stitches;s the responsibility of the building designer. 2x Impact sheathing ouch:bracing plywood uir et when C)own dryai Il(BC). _ 3.Ir tmpan bdging is ere) oning required the respective shown t a '' -4R�'�� SEQ. :� K 9 5 0 8 212 4.No load should be applied to any competent until alter all bracing and 4.Installation of truss is the responsibility of the respeetive<pmreapr. fasteners are complete and at no Time should any loads greater than 5.Design assumes busses are to be used;n a non-corrosive environment, TRAMS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing atall supports shown.shimnrWedge if EXPIRES: 12-31-2019 1 Iabdcation,handing,shipment and installation of components. neen.ry. .I .1 p ! 8.This design;s furnished subject to the limitations set forth by 8.Plates shallaab ea a adequate both faces is Cross,andd. 17 r 2 I O 8.Plates be boated on both faces of truss,and placed so their center TPIANTCA;n n.%copies of which will be furnished upon request. lines coincide with joint center lines. j MiTek USA,InC./CompuTrus Software 7.6.8(1L)-Z 9.Digits indicale size o1 plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) j IMMIlrl 1 This design prepared from computer input by Pacific Lumber and Truss—BC 1 LUM*R SPEC=FICATIONS PIP CORNER RAFTER CHORDS: LOAD DURATION INCREASE = 1.15 LLOADING TC 12X4-2 DF tl156TR TOP CHORD LL ♦ DL = 32.0 PIF 12 5.14 I� M-3x6(5) ee M-5x8 M-3x6 1010_,_` M-3x6 4 PROVIDE SUPPORT @ 48"o.c. J' 14-00-14 M-3x6 M-3x 8 # lin f, l,- o Er o � •ck ,D PROF y z o4-07 1 > ����GINFF ,`S/0 6-09-13 t "0"_.... . • �� -g2 9r .101001 °.. JOP NAME : 20828 GLOBAL LOT 1 WALNUT TERRACE — DR ,0APP Scale: 0.3999 WARNINGS: GENERAL NOTES, unless otherwise noted: I1 CC 1Tru 0 s: DR Builder o lder end a.mph contractor should be advised of ell General Notes This design is based only upon the parameters shown and is for an individual '9 ,�OREGON L(/ and Warnings before construction commences. building component.Applicability of design parameters and proper yam, 2.204 compression web bracing muss be installed where shown+. incorporation of component Is the responsibility of the building designer. 14 ��A Vv� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al /6 q 's the responsibitty of the erector.Additional permanent bracing of 2'o.c.and at 10'o c.respectively unless braced throughout Their length by DATE: 4/17/2018 the overall sit:Were is the responsibility of the building designer. 22x Imp pUe ndgsngsheathlor such lateral b acing re uir ellwhere show/+drywell(BC). 4.No load should be applied to g an 4. Impabodging or thbracing required thee where shown t a � � �` SEQ ; K 4 5 0 8 213 any component emit anter all bracing d 4.Installation of truss is the responsibility o/ respective contractor. (� �/ fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition'or use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Designmummy. assumes tun bearing at an supports shown.Shim or wedge if EXPIRES: 12-31-2019 shipment and installation of components, a ry fabrication,handling,shi 7.Design assumes adequate drainage is provided. 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center April 17,2018 TPIrWTCA in BC51,copies of which will he furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 6.2.3(1L)-Z 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-7988 I MITek) This design prepared from computer input by I Pacific Lumber and Truss-BC LUMBR SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 1 2x4 DF *SABTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-9=(C) 0 BC: 1 2x4 DF If16BTR SPACED 24.0" O.C. 2-3w( 72) 48 ' TC L TERAL SUPPORT <= 12"05. UOK. LOADING BC L TFRAL SUPPORT <- 12"0C. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PIF BEARING MAX VERT MAX HORS. BRC REQUIRED BRC AREA DL OK BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS iFACTIONS SI7.F 05.IN. (SPECIES) OVER fiANCS: 20.0" 0.0" TOTAL LOAD - 42.0 PSF 0'- 0.0" -92/ 443V -13/ 84H 5.50" 0.71 DF ( 625) 3'- 3.1" -95/ 99V 0/ OH 1.50" 0.16 DF ( 625) LL = 25 PSF Ground Snow (Pg) - 0.0" 0/ 53V 0/ OH 5.50" 0.08 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND INC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:2,3,9 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICONS. 2: Design checked for net(-5 psi) upli=ft at 24 "cc spacing, AND BOTTOM CHORD. LIVE LOADS ACT NON-CONCURRENTLY, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.019" @ -1'- 8,0" Allowed = 0.167" MAX TL CREEP DEFL = -0.022" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.000" @ 0'- 0,0" Allowed = 0.111" 3-03-13 MAX BC PANEL LL DEFL = 0.016" @ 2'- 8.6" Allowed = 0.254" T T MAX BC PANEL TL DEFL - -0.023" 'a 2'- 11.0" Allowed - 0.339" MAX BC PANEL TL DEFL - -0.003" e 3'- 11.0" Allowed - 0.339" 12 6.00 MAX 00511. LL DEAL - -0.000" @ 3'- 3.1" MAX HORIZ. TL COOL = -0.000" @ 3'- 3.1" Design conforms to main windferce-resisting system and components and cladding criteria. wind: 140 mph, h=21,3ft, TCDL=4,2,BCD1=6,0, ASCE 7-10, (All Heights), Encicsed, Cat,2, Exp.B, MWFRS(Dir), 0 load duration factor=l,e, rII11 Truss designed for wind loads in the plane of the truss only, o 0 I N M NI cr co I /- co 2 M-3x4 • y 1- 1-08 6-00 • �c��0 PRO soy �NGtNE `S,O 2 r,.._-...,, :9200PE 9< • JO3 NAME : 20828 GLOBAL LOT 1 WALNUT TERRACE - DSJ1 /�" , 1 Scale: 0.6521 _. , •�, WARNINGS: GENERAL NOTES, unless otherwise noted: I1 Truss: D S J I 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual V7. ORECr GON tv and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2s4 compression web bracing must be installed where shown.. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at <� Y s n" ��� 's the responsibifty of the erector.Additional permanent bracing of o oro on and at 10'o.c,respectively unless braced throughout their length by L DATE 4/17/2018 the overall stieGre is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). 4.No load should be I d to an4.In Impact Dodging or the bracing requiredofhe r where shownco t e L S E Q K 4 5 0 8 214 pp lo y component until after an bracing end 4.Installation of truss is the responsibility of the respective contractor. R �,,,, fasteners are complete end at no time should any loads greeter than 5.Design assumes trusses are to be used in a noncorrosive environment, TRAMS I D: LINK design loads be applied to any component and are ro r"dry condilion"or use. 5.CompuTms has no control over and assumes no responsibility for the 6 Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12-31-2019 fabrication,he hieceseary' rxlirp,s shipment and installation set forth by 7.Design assumes adequate drainage is provided. April 7,2018 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on Doth faces of truss,and placed so their center TPINJTCA in BGS(,copies of which will be furnished upon request. Imes coincide with joint center lines. MiTek USA,IRWCompuTrus Software 7.6.8(11)-E 9.Digits indicate size of date in inches. 15.For basic connector plate design values see ESR 1311,ESR-1988(MITek) 1 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 3.2" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 12x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-(-205) 71 1-6=4 -98) 137 6-5=) 0) 19 BC: 2x4 DF 41&BTR SPACED 24.0" O.C. 2-3=(-117) 92 5-7=(-167) 227 5-2=( 0) 4E WEBS:! 2x4 DF STAND 3-4=( -37) 13 2-7=(-247) 149 _ LOADING 7-3=(-192) 177 TC L F.RAL SUPPORT 0- 12"OC. UOK. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BC L ERAL SUPPORT 0- 12"OC. UOK, DL ON BOTTOM CHORD - 10.0 PSF BRAKING MAX VERT MAX ROSY BRG REQUIRED ERZ AREA TOTAL LOAD - 42.0 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.I1S. (SPECIES) 0'- 0.0" -24/ 224V -40/ 102H 5.50" 0.36 DF ( 525) LL = 25 PSF Gro-and Snow (Pg) 5'- 2.0" -63/ 309V 0/ OH 5.50" 0.50 DF ( 625) - 3.2" -20/ 5V 0/ OH 1.50" 0.01 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:l,7,4 ! BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD L:VE LOADS ACT NON-CONCURRENTLY. !COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.010" @ 2'- 5.2" Allowed = 0.235" 2-07 3-08-03 MAX TL CREEP DEFL - -0.016" @ 2'- 5.2" Allowed - 0.314" MAX BORIS. LL DF%L - -0.010" @ 5'- 2.0" 12 MAX HORIZ. TL DF->L - 0.011" @ 5'- 2.0" 6.00 4 y Design conforms to main windforce-resisting M-1.5X3 system and components and cladding criteria. 3 0 Wind: 140 mph, he-20.9ft, TCDL=4.2,BCD1=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Cii), III load duration factor-1.5, 10g Rod pe rti cal(s) are exposed to wind, Trees designed for wind loads Mo in the plane of the truss only. M-4x64m.. O M M-3x4 1 D ddl II , r Pi' M-3x4 O ISI o O 1mmm4 M6-3x4 0 M-3x6 b b I I 2-05-04 2-08-12 0-05-08 y 1 y 2-07 3-08-03 5-07-08 0-07-11 ��PO PROF4-.0 ��� �NGINEF9 V/�2 4 --..89200PE 9I JOB NAME : 20828 GLOBAL LOT 1 WALNUT TERRACE - DSJ2 '� --'' scale: 0.4970 -I. WARNINGS: GENERAL NOTES, unless otherwise noted: ,M I r. 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 -�,G ,�OREGON 2.2x4 compression web bracing musl be installed where shown•. incorporation of component is the responsibility of the building designer. 51 2.°)\ �•` T r u s s: DSJ2 end Wemings before construction commences. building component Applicability of design parameters and proper 4 3.Additional temporary bracing to insure stability during conslruclion 2.Design assumes the top entl bottom chords to be laterally braced et 'O "l.y y is the raspensbe y of the erector.Additional permanent bracing of 7 o.c.and at t0'o.c.respectively unless braced threughout their length by / DATE: 4/17/2018 Ina coarse strutur ce is the res continuous sheathing such es plywood 6heethtng(TC)and/or drywell(BC). responsibility of the building designer. 3.2x Impact hedging or latera bracing required where shown•• •CRR A- S E Q. : K4 5 0 8 2 1 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete end at no time should any loads greeter than 5.Design assumes busses are to be used in a noncorrosive environment, - TRANS ID: LINK design loads be applied to any component. and are to"dry condition.of use. 5.Campu7rus has no control over end assumes no responsibility for the 6.Design assumes toll bearing at an supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handing,shipment and installation of components. cessery. .I .I 8.This designhardened subject to the limitations set forth byI.Design assumes adequate drainage Is provided. Apr)I 1 7,20 1 8 hs 1 8.Plates shall be boated on both faces of truss,and placed so their center TPINYfCA in BCS/,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,blc./CompuTrus Software 7.6.8(1L)-Z 10.For basic connector plate design values see ESR-1311,E5R.1988(MITnb) This design prepared from computer input by ~ Pacific Lumber and Truss-BC - LIIMBEk' SPECIFICATIONS TRUSS SPAN 9'- 7.2" IBC 2015 MAX MEMBER FORCES 4W7/GDF/Cq=1.00 TC: 2x4 DF 81&BTR LOAD DURATION INCREASE = 1.15 1-2=(-220) 53 1-7=( -99) 139 7-6=( 0) 19 " BC: 2x4 DF 816BTR SPACED 24.0" O.C. 2-3=(-179) 117 6-8=(-170) 230 6-2=( 0) 43 WEBS: 2x4 DF STAND 3-4=(-118) 42 2-8=(-247) 150 _ LOADING 4-5=( -56) 25 8-3=(-124) 49 TC LA FRAL SUPPORT <- 12"OC. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 P5F BC LA FRAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF TOTAL LOAD - 42.0 PSE BASING MAX VRZT MAX HOR7. BRC REQUIRED BRC ARX5 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PDX Ground Snow (Pg) 0'- 0.0" -25/ 225V -53/ 14C1I 5.50" 0.36 IF ( 625) 5'- 2.0" -46/ 242V 0/ CH 5.50" 0.39 DF ( 325) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 2.4" -88/ 168V 0/ CH 1.50" 0.22 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 9'- 7.2" -43/ 92V 0/ CH 1.50" 0.15 DF ( 325) BOTTOM CHORD CHECKED FOR 1OPSF LVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. PSOVIDE FULL BEARING;Jis:1,8,4,5 • 'COND. 2: Design checked for net(-5 nsf) -aplift at 24 "oc seaming, 2-07 7-00-03 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/189 T , T MAX LL DEFL = 0.010" @ 2'- 5.2" Allowed = 0,235" 5 MAX TL CREEP DEFL = -0.016" @ 2'- 5.2" Allowed = 0.314" 12 MAX HORIZ, LL DEFL = -0.010" @ 5'- 2.0" 6,00 0 MAX HOER. IL DEFL = 0.011" @ 5'- 2.0" Design conforms to main inciforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), re 0 load duration factor=l.6, - End vertical(s) are exposed to wind, P J se Truss designed for wind loads n the plane of the truss only. M-4x6 M-3x4 rad m MEMOMILMIE ,-1 /- __ y O O MAMA li I • 0iialimmi o M-3x4 O M-3x4 0 M-3x6 J, )' b )' 2-05-04 2-08-12 0-05-08 b 2-07 7-00-03 Y y <00° PROpk-c) 5-07-08 3-11-11 C GINFF9i�'N2 • �� 9r` 89200PE JOI3 NAME : 20828 GLOBAL LOT 1 WALNUT TERRACE - DSJ3dap_ Scale: 0.9282 WARNINGS: GENERAL NOTES, unless otherwise noted: O .t. 1.Builder end erection contractor should be advised of all General Nates 1.This da is based onlythe parameters shown and is for an individual Trus: DSJ3 and Wa sbeforeconstructioncommences. building Applicability of ' �j ,�OREGON �� Warnings buiWin Ap y design parameters and proper 4 I 2.2x4 compression web bracing must be installed where shown.v. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes me top and bottom chords c be laterally braced at ,�O f'1 O �� is the responsi su p of the erector.Additional permanent bracing of 2'o.c.and at 10'the top an respectively m mho braced throughout ace length) 4 ' DATE 4/17/2018 the overall aware is the responsibility d the building deli continuous sheathing Such as plywood sheathing(TG)and/or tlrywall(BC). ponsi y ng goer. 3.2x Impact bodging or lateral bracing required where shown<< '11R R I t S E Q : K4508216 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. j fasteners are complete and al no lima should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition'of use, TRA$IS ID: LINK design loads he appliedto any 5.Compubushesrocontroloverendessvnasnoreaponai,;lity,o,the A Designessumesfullbearingatallsupportsshown.Sh�nnorwedgeIf EXPIRES: 12-31-2019 fabrication.haring,shipment and installation of components. necessary 7.Das Design assumes adequate drainage to provided. April 17,2018 furnished6.This design Nfurnished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. • Digits MiTek USA,Inc.ICompuTrus Software 7.6.8(1L)Z 0.Par basic connector ofplate inches.values plate design values see ESR-1311,ESR-1988(Ml7ek) 1 ` This design prepared from computer input by I• Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 9.5" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF k1&BTR; LOAD DURATION INCREASE = 1.15 1-3=(-380) 124 1-6=(-93) 234 3-7=10) 188 206 DF SS Ti SPACED 24.0" 0.C. 2-3=( 0) 0 0-7=1-90) 240 BC: 1204 DF (il&BTR 3-4=1-402) 169 7-4=(-74) 240 WEBS: 2x4 DF STAND LOADING 4-5=( 0) 72 LL( 25.0)-DL( 7.0) ON TOP CHORD - 32.0 PSF TC LATERAL SUPPORT <- 12"00. UON. DL ON BOTTOM CHORD - 10.0 PSF BC LATERAL SUPPORT <- 12"OC. UON. TOTAL LOAD - 42.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED BRG ARRA LOCATIONS REACTIONS REACTIONS 5I7° 5Q.IN. (SPECIE.$) _`---'1------- - LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -442/ 444V -82/ 71H 145.00" 0.71 DR ( 025) NOTE: '2x4 BRACING AT 24"00 UON. FOR 12'- 1.0" 0/ 137V 0/ OH 145.00" 0.22 DR ( 025) ALL T1P CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 9.5" -136/ 529V 0/ OH 5.50" 0.85 DR ( 025) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. OVERHANGS: 0.0" 12.0" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oo spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VIRTICAL DEFLECT:ON LIMITS: LL=L/290, TL=L/180 M-1.544 or equal at non-structural MAX LL DEFL = -0.102" @ 21'- 9.5" Allowed = 0.100" vertigal members (use), GABLE END TRUSS ON CONTINUOUS BEARING WALL UON.REFER MAX TL CREEP DEFL = -0.103" @ 21'- 9.5" Allowed - 0.313" MAX TO PANEL LL DEFL = 0.110" @ 13'- 9.1" Allowed = 0.313" Unbalanced live loads have been TO STANDARD GABLE END DETAIL FOR COMPLETE SPECIFICATIONS. MAX TO PANIL TL DEFL = 0.118" @ 13'- 9.1" Allowed = 0.530" considered for this design. MAX :100I5. LL DEFL = 0.002" @ 20'- 4.0" j MAX [IORIS. TL DEFL = 0.003" @ 20'- 4.0" 1-00 20-09-08 .' . . Design conforms to main windfo roe-resisting 21-09-08 system and components and cladding criteria. 1 f f Wind: 140 mph, h=21.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I 14-09-12 1-10-04 4-06-08 (All Heights), Enclosed, Cat.2, Exp.R, M'aFRS(Dir), 'f f T load duration factor=1.6, L.• 12 M-4x4+ 12 Truss designed for wind Loads • 10.00 �� 10.00 in the plane of the truss only. •j 111111111111110.,:-4x6 1 r 0 0 O p o iM-94 M-3x6 M-3x9 1 M-Jx4+ y y 16-03 4-06-08 1-oo 20-09-08 1-00 ��� 0 PR Or C? oGINF9 (9/0 C' '9 •O 9r JO NAME : 20828 GLOBAL LOT 1 WALNUT TERRACE - F1t0 .rllIP4 ' 1 Scale: 0.1928 ` IWARNINGS: GENERAL NOTES, unless otirelwise noted: T r ll S: Fl 1.Builder end erection contractor should be advised of all General Notes 1.This design W based only upon the parameters shown end Is for an individual OREGON �'j and Warnings before construction commences. building component Applicability of design parameters and propert. 2.2x4 compression web bracing must be installed where shown.i. incorporation of component is the responsibility of the building designer. �j 1e'F 2..Q1'\2..Q1'\ v."3"3.Additional tempmery bracing to insure stability during construction 2.Design assumes Me top and bottom chords to be laterally braced al <O �T r A ' is the responsibility of the erecta.Additional permanent brecing of 2'do and at 10'ac.respectively unless braced throughout their length by I y w DATE 9/17/2018 the oneself atrutlhea is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheet when s andlor drywell(BC). �R R���e' I ponsi y g 3.2x Impact bridging or lateral bracing required where shown-.-f SE Q i : K 9 5 0 8 217 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 et no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRAITS I D: LINK design loads be applied to any component. and are for"dry condition" use. `r 5.CompuTrus has no control over and assumes no responsibility for the 6.Depen assumes an Fearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 ee,y9 .17 .1 p fabrication,handing,shipment and inslallation of components. 7.Design assumes adequate drainage is provided. April 1/,20 1 O 8.This design is banished subject to the limitations set forth by 8.Plates shall be located on both faces of buss,and placed so their center TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompnTNS Software 7.6.8(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by • Pacific Lumber and Truss-BC • LUMBI1R SPECIFICATIONS TRUSS SPAN 20'- 9.5" IBC 2015 MAX MEMBER FORCES 4WR/GDF/C.q=1.00 • TC: 2x4 DF Ltl&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 72 2- 8=(-104) 812 3- 8=1-305) 273 BC: 2x4 DF pl&BTR SPACED 29.0" O.C. 2- 3=1-1056) 249 8- i=( -59) 529 8- 9=1-182) 500 WEBSy 2x4 DF STAND 3- 4=( -934) 358 6=(-106) 715 4- 9=(-182) 500 LOADING 9- 5=( -939) 358 9- 6=1-305) 278 TC LITERAL SUPPORT <- 12'•05. CON. LL( 2.3.0)+DL( 7.0) ON TOP CHORD - 32.0 PS- 5- E-(-1056) 249 ' BC L TRRAL SUPPORT <- 12"OC. 12010. DL ON BOTTOM CHORD - 10.0 PSS 6- 7-( 0) 72 • TOTAL LOAD - 92.0 PS, OVFREIANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTLONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -126/ 987V -213/ 213H 5.50" 1.58 DF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 20'- 9.5" -126/ 987V 0/ OH 5.50" 1.58 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICONS. 2: Design checked for net(-5 psf) uplift at 29 "ec spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 10-04-12 10-09-12 MAX LL DELL = -0.002" @ -1'- 0.0" Allowed = 0.100" f f f MAX TL CREEP DEFL = -0.003" 9 -1'- 0.0" Allowed = 0.133" 5-04-05 5-00-07 5-00-07 5-04-05 MAX LL DEFL = -0.022" @ 7'- 0.5" Allowed = 0.999" T f 1 f f MAX TL CREEP DEFL = -0.051" @ 7'- 0.5" Allowed = 1.325" MAX LL DEFL = -0.002" @ 21'- 9.5" Allowed = 0.100" 12 12 M-4X6 MAX TL CREEP DEFL = -0.003•' @ 21'- 9.5" Allowed = 0.133'• 10.00 7 N 10,00 4,0" MAX HORIZ. LL DEFL = 0.011" @ 20'- 4.0" 9 ,F:' MAX HORIZ. TL DE7L = 0.017" @ 20'- 9.0" A Design conforms to main windfcrce-resisting system and components and cladding criteria. Hind: 140 mph, h-16.6ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Fxp.B, MWFRS)Dir), load duration factcr=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 /11111111M-1.5x3 \ 1M "-I ` M MI AIL B ee 'I 1 9 , o 0 M-3x4 M-3x4 0'25" M-3x4 o M-5x6(S) y ���a PROFFs y y 7-00-07 6-08-09 7-00-07 yl 00 20-09-08 y ), �� F'NGtN�Fu7 s/22 1-00 �W :9200PE ��' JOb NAME : 20828 GLOBAL LOT 1 WALNUT TERRACE - F2 /��'' . Scale: 0.2739 •� WARNINGS: GENERAL NOTES, unless otherwise noted: O Cr T Z U S: F2 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end a for an individual "f7L 4,OREGON and Wamtngs before construction commences. building component Applicability of design parameters and proper s., iii 2.2x4 compression web bracing mull be installed where shown+. incorporation of component is the responsibility of the building designer. Vs temporary racing to insure stability during construction 2.Design assumes the to end bottom chords to be lateral) braced al /O '14 2.°\ O\ "i. 3.Addltlonelb b Pa Y (� 's Me respmsiifay of the ereclpr.Additional permanent brering of 2'continuous ou s 10'hire respectively a ply unless braced throughout their length) s DATE: 4/17/2018 Ina ovarea sbuaae is me res cpntinuou9 sheelhing Such as plywood sheathing(TG)and/or tlryWell(BC). A'E' es ppnsiMlity of the building designer. 3.2x Impact bodging or lateral bracing ry OtIhe where elwwn t+ '/��t] �l SEQ : K4 5 0 8 2 1 8 4.No load should he applied b any component oma agar all Mating and 4.Installatlon or buss is iha responsibility of the respective contractor. (-7 �+ fasteners are complete and at no lima should any loads greeter than 5.Design assumes bassos are to be used in anon-corrosive environment, TRA S I D: LINK design loads los applied to any pomponem. and are ro ry wndaion^o(use. 5.CompuTrus hoe no control over end assumes no responsibility for the 6.Design assumes lull bearing at all 5uppons shown.Shim or wedge it EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. necessary. r�o I V q p 1 6.This design is ba7.Design assumes adequate drainage I3 provided. furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center April q7,L I TPIArTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,b11;.ICom uTrus Sofhvare 7.6.8 1 L-E 9.Digits indicate see of plate in inches. p ( ) 10.For basic connector plate design values see NSE 1211,ESR 1988(MITek) I This design prepared from computer input by I Pacific Lumber and Truss-BC • LUMBER SPECIFICATIONS TRUSS SPAN 19'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 72 2- 8=(-161) 747 3- 8=1-308) 278 BC: 2x4 DF (i1&BTR SPACED 29.0" O.C. 2- 3=1-977) 235 9- 1- ) WEBS 2x4 DF STAND �_( -52) 461 8- 9= 190 505 3- 4=(-857) 343 9-10=(-121) 528 4- 9=(-149) 336 LOADING 9- .`,=(-194) 233 TC L TFRAL SUPPORT <- 12"OC. 001;. LL( 2.5.0)+DL( 7,0) ON TOP CHORD - 32.0 PS, 5- 6-( -67) 122 5-10-(-8761 198 BC L TERAL SUPPORT <- 12"OC. TION. DL ON BOTTOM CHORD - 10.0 PSS 6- 7-( -4) 5 10- 6-(-107) 93 TOTAL LOAD - 42.0 PSS 9- 5=(-766) 344 OVER ANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** Fqr hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -123/ 939V -196/ 227H 5.50" 1.50 DF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 14'- 6.0" -97/ 818V 0/ OH 5.50" 1.31 DF ( 525) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. [COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. 10-04-12 9-01-04 VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 T / .i MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 5-04-05 5-00-07 5-01-13 3-07-11 0-03-12 MAX TL CREEP DEFL = -0.003" 0 -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.020" 0 7'- 0.5" Allowed = 0.929" f f f f '11' MAX TL CREEP DEFL = -0.044" (a 7'- 0.5" Allowed = 1.219" 12 12 M-4x6 MAX HORIZ. LL DEFL = 0.009" @ 19'- 0.5" 10.00 71 10.00 MAX HORIZ. TL DEFL = 0.014" @ 19'- 0.5" 4.0" 4 ' ssssssssDesign conforms to main windforce-resisting A system and components and cladding criteria. Wind: 140 mph, h=16.6ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, 444444444s (ASS Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), l duration Endverticalla are dexposed to wind, Truss designed for wind loads in the plane of the truss only. M-1.5x3 /11111 M-3x4 5 j 11 VIII M-1,5x3 IL II �55 innI 25 1 I m liCr.,.. mr/ O O __ se ...,.._.. Io M-3x4 M-3x4 0.25" 9 M-3x4 a M-5x6(S) y y ����p PRprFss 7-00-07 6-08-09 5-08-15 l y J- A' 1-00 19-06 ��'v �� /02 �� •9200PE 91 JOB NAME : 20828 GLOBAL LOT 1 WALNUT TERRACE - F3 I Scale.: 0.2781 ♦ P'' WARNINGS: GENERAL NOTES, unless otherwise noted: 1:3 St- 1.Builder and enscion contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual -�,L ,�OREGON tv Trus: F3 end Warnings before construction commences. building component Applicability of design parameters and proper ♦_ 1 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 20g� P�� 3.Additional temporary bracing to insure stability during construction 2.Design assumes he top and bottom chords to be laterally braced at <O "IY 14 is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o.c.respectively unless braced throughout their length by //�� DATF,�: 4/17/2018 the overall responsibility is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). y1 3.2z Impact bodging or lateral bracing required where shown.+ 'lJ • R t ` No, 5 E • K 4 5 0 8 219 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility /the respective {r�+ Q' Yo pec rve eno:ro fasteners we complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRA S ID: LINK design loads be applied to any component. arta are for"dry conditionor use. 5.Co,epuTms has no control over and assumes no responsibility!or the 6.Design assumes fun n.Dearing at all supports showShim or wedge if EXPIRES: 12-31-2019 necese assumes .l q fabrication,design herring,shipment and installation Irr ofof(erA components. 8.Design adequate drainage is provided. April 1 7 2Q I • 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of buss,and placed so their center TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. • MITek USA,btc.lCom uTrus Software 1LE 7.6.6 - 9.Digits indicate sae of plate in inches. p ( ) 10.For basic connector pate design values see ESR-1371,ESR-1988(M:Tek) ; This design prepared from computer input by Pacific Lumber and Truss-BC a LUMBER SPECIFICATIONS TRUSS SPAN 19'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 1 2x4 DF Nl&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 72 2- 9=(-142) 741 3- 9=(-271) 229 BC: 2x4 DF 41&BTR SPACED 24.0" 0.0. 2- "=(-972) 242 9-10=( -59) 474 9- 4=(-130) 479 R ORBS: 2x4 DF STAND 4=1-040) 339 10-11=1-121) 519 4-10=1-116) 306 LOADING 4- 5=( 0) 0 10- 6=(-157) 200 TC LpTRRAL SUPPORT <- 12"OC. 206. LL( 2d.0)+DL( 7.0) ON TOP CHORD - 22.0 PS% 44- 6-(-748) 335 0-11-(-865) 198 BC L TRRAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PST - 7-( -72) 117 11- 7-(-116) 91 TOTAL LOAD - 42.0 PST 7- g_( -4) LL = 25 PSF Ground Snow (Pg) o OVERHANGS: 12.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PIF LIMITED STORAGE LOCATIONS REACTIONS REACTbONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 0'- 0.0" -131/ 939V -190/ 220H 5.50" 1.50 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 19'- 6,0" -97/ 819V 0/ OH 5.50" 1.31 DF ( 625) ** Fclr hanger specs. - See approved plans 'COND. 2: Design checked for net(-5 psf) uplift at. 24 "cc spacing. 10-11-14 8-06-02 VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 f f MAX LL DEFL = -0.002" 8 -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.00.3" 8 -1'- 0.0" Allowed = 0.13.3" 5-04-05 5-00-07 0-07-02 4-06-11 3-07-11 0-03-12 MAX LL DEFL = -0.019" 8 7'- 0.5" Allowed = 0.929" T f f T T f T MAX TL CREEP DEFL = -0.043" 0 7'- 0.5" Allowed = 1.239" 12 12 10.00 M-4x6 nO 10.nC MAX HORIZ. LL DEFL = 0.009" 8 19'- 0,5" /000 MAX HORIZ. TL DEFL = 0.014" 0 19'- 0.5" 0� o Design conforms to main windforce-resisting systen and components and cladding criteria. Wind: 140 mph, h=16.9ft, TCDL=4.2,BCDL=5.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Rnd vertical(&) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 O� IL. 1111 M-1.5x3 �Nu) All1�C Ojo eem 111 �,Io0.25" M-3x4 M-5x6(S) I b b P OpF �\����� GINc ,7-00-07 6-08-09 5-08-15 Ssy y � "401-00 19-06 • • :9200PE vv JOB NAME : 20828 GLOBAL LOT 1 WALNUT TERRACE - F4 . { Scale: 0.2781 1 es WARNINGS: GENERAL NOTES, unless otherwise noted: In Cr. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual -9t. Truss: F 4 and Warnings before construction commences. building component.Applicability of design parameters and proper A 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. OREGON Ai �j 2a�a.4:" 2. Additional temporary bracing to insure stability during conslmclion 2.Design assumes Be lop and bottom dards to be laterally braced Cl < 'I/ r is thereo nl5rn t the erector.Additional g of 2'o.c.and at 10'o c.respectively unless braced throughout their length by V DAT 4/17/2018 ap ty o permanent bracin 1 4 the overall shuciure is the responsibility f the building desi eontinuoue shealMng such e6 plywood aheelMng(TC)and/or drywell(BC). pny c y o g gnat. 3.2x Impact bodging or lateral bracing required whereshown++ 416*R R{LL SEQ. : K4508220 4.No load should be applied to any component until alter all b acing and 4.Installation of truss is the responsibility(tithe respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRA S I D: LINK design loads be applied[o any componem. and are for"dry condition'o use. 5.CompuTrushsnoconlroloverendassumesnoresponsiblliry(grthe 6.Desgnassumes full bearing atall supports shown.Shim orwedge if EXPIRES: 12-31-2019 This d li"g heeding,furnished nt ect to installation naio os setforh bycomponents. 7.Des sn umes ad I drains Ia ded. April 17,2018 6.This design is krmished subject to the limitations set forth by 8.Plates shall be locatedonboth faces of truss,and placed so their center 1 TPIMRCA in SCSI,copies of which will be furnished upon request. lines coincide wilh joint center lines. 9.Digits indicate size of plate in inches. MITek LISA,Inc./Cormlpolres Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBEj�,` SPECIFICATIONS TRUSS SPAN 19'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 12x4 DF 4i1&BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 72 2- 9=(-120) 790 3- 4=(-251) 212 " BC: 12x4 DF #1&BTR SPACED 24.0" O.C. 2- 2 - 3- 4=(-842) 389 10-11=(-125 S WEBS: 2x4 DF STAND ) 520 4-10=(-130) 303 - LOADING 4- 5=( 0) 0 10- 6=(-169) 219 TC LA ERAL SUPPORT <- 12"OC. UON, LL( 2.5.0)+DL( 7.0) ON TOP CHORD - 32.0 PS, 4- 6-(-748) 347 6-11-(-965) 205 BC LA FRAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PS' b- 7-( -69) 117 11- 7-(-111) 87 TOTAL LOAD - 92.0 PSS 7- 8-( -9) 8 NOTE:'2x4 BRACING AT 24"OC ION. FOR LL = 25 PSF Ground Snow (Pg) ALL T4P CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED ERG 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" -101/ 939V -178/ 2100 5.50" 1.50 DF ( 625) OVERHANGS: 12.0" 0.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 19'- 6.0" -97/ 819V 0/ OH 5.50" 1.31 DF ( 625) *• Pot hanger specs. - See approved plans 12-02-04 7-03-12 COND. 2: Design checked for net(-5 psf) uplift at 29 "cc spacing. T f f VERTICAL DEFLECTION LIMITS: LL=L/290, TI,--L/180 5-04-05 / 5-00-07 1-09-08 3-04-05 3-07-11 0-03-12 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" f 1 1 f f -f f MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 12 5 12 MAX LL DEFL = -0.019" @ 7'- 0.5" Allowed = 0.329" MAX TL CREEP DEFL = -0.043" @ 7'- 0.5" Allowed = 1.239" 10.00 7 "n 7 10.00 M-4x6 MAX BORIS. LL DEFL = 0.004" @ 19'- 0.5" MAX HORIZ. TL DE'L = 0.019" @ 19'- 0.5" • Design conforms to main windfcrce-r e.s fisting system and components and cladding criteria. Wind: 140 mph, h=17.40t, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.0, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-3x4 s Alik\ { II�41 M-1.5x3 81 h in m tie IA o 9 10 ** 11 -x, o M-3x4 M-3x4 0.25" M-3x4 M-5x6(S) • J, y y ����p PROe�,� 7-00-07 6-08-09 5 08 15 y1-00y 19-06 c J V`vGf+v``� "0 `r •92 OP !r< Job NAME : 20828 GLOBAL LOT 1 WALNUT TERRACE - F5 Scale: 0.2781 I WARNINGS: GENERAL NOTES, unless otherwise noted: V :t. 1.Builder and erection contractor should be advised of all General Nates 1.This design is based onlyupon the parameters shown and is for an individual w Tru s: F5 and Warnings before construction commences. building component Applicability of design parameters and proper �j /'�_OREGON Vs [� 2.2x4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. 4^ -YI�J �'` 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords M be laterally braced al <0 -T/' '14 Q is the respona eBry of the erecta.Additional permanent bracing of Y o c and at 10'no.rSnob a very unless braced throughout r drywall(BG)by �,/ 1 DATE'• 4/17/2018 the overall cincture is the res continuous sheathing such es plywood required ng(Tc)anmor drywall(BG). ^/r. responsibility of the building designer. 3.2x Impact bridging or lateral bracing where shown l a h R R I l �, S E Q h : K4 5 0 8 2 21 4.No load should ba applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. {r fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used w e non-corrosive environment, TRA IS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown Shim or wedge if EXPIRES: 12-31-2019 ncatoe.h necessary. fab ailing,shipment and installation of components. 7.Design assumes adequate drainagea dad. April 17,2018 e ha aqua a prodded 6.This design is banished subject to the limitations sat forth by B.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA in BCSI,copies of which will be famished upon request. lines coindde with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CornpuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR.1311,ESR-1986(MIink) - This design prepared from computer input by Pacific Lumber and Truss-BC I.LUMBEi SPECIFICATIONS TRUSS SPAN 19'- 6.0" IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cpl=1.00 TC: 1254 DF 41813TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 72 2- 9=( -13) 738 3 -=(-253) 189 - BC: 1259 DF HOiBTR SPACED 24.0" O.C. 2- 3=(-972) 336 9-10=1 -50) 4751- 9=( -91) 479 WEBS: 2x4 DF STAND 3- 4=(-85-) 428 10-11=(-142) 529 4-10=(-175) 298 I LOADING 4- 5=( 0) S 10- 6=(-197) 259 • TC LA PRAL SUPPORT <- 12"00, UON. LL( 25.0)+DL( 7.1) ON TOP CHORD - 32.0 PSF 4- 6 ( 748) 377 5-11-(-465) 227 BC LA ERAL SUPPORT <- 12"00. DON. DL ON BOTTOM CHORD - L5.5 PSF - 7-( -66) 117 11 7-(-108) 79 TOTAL LOAD - 42.0 PIF 7- 8-( -4) 8 1 NOTE: 2x4 BRACING AT 24"OC DON. FOR LL = 25 PSF Ground Snow (Pg) ALL T P CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HOR2 ERG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR P. 20 PSF LIM=TED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 0'- 0.0" -136/ 979V -165/ 201H 5.50" 1.50 DF ( 625) OVERH4NGS: 12,0" 0.0" THE BOTTOM CHORD DEAD LOAD =S A MINIMUM OF 10 PSF. 19'- 6.0" -15,4/ 819V 0/ OH 5.5C" 1.31 DF ( 625) '* Fox hanger specs. - See approved plans [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 13-04-10 6-01-06 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=1/185 T 1 f MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 5-04-05 5-00-07 2-11-14 2-01-153-07-11 0-03-12 MAX TL CREEP DEFL = -0.553" @ -1'- 0.0" Allowed = 0.133" T f f f / ,ff MAX LL DEFL = -0,520" @ 7'- 0.5" Allowed = 0,929" MAX TL CREEP DEFL = -00.043" @ 7'- 0.5" Allowed = 1.235" 12 12 10,00 7 N 10,00 MAX HORIZ. LL DEFL = 0.008" 41 13'- 0.5" M MAX HORIZ. TL DEFL = 0.014" @ 19'- 0.5" 0 oro M-4x6 Design conforms to main windforce-resisting 4 Nsystem and components and cladding criteria. 44 O Wind: 140 mph, h=17.901, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MNFRS(Dir), load duraLion facLor-1.6, End verLical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-3x4 \ / M-1.5x3 0 i :r.411..11111.1= 1.1.. .' kliled -3'7 9 10 **II M-3x4 M-3x4 0.25" M-3x4 M-5x6(S) PR 7-00-07 6-08-09 5-08-15 '���� ����� i )' y 44, 17 1-00 19-06 9 :9200PE r JOB NAME : 20828 GLOBAL LOT 1 WALNUT TERRACE - F6411111,°°9-4.:" . Scale: .2389 _L �, WARNINGS: GENERAL NOTES, unless otherwise noted: Trus: F 6 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual L "�OREGON to and Warningsbefore construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component:e the responsibility of the building designer. �J 2�� �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the by and bottom dards to be laterally braced et <O -I y 1 4 is Me responsibility of the erector.Additional permanent bracing of 2.o.c.and at 10'oc.respectively unless braced throughout Meir length by / DATE: 4/17/2018 the a resp nsibilure is the responsibility Ad ty of the building designee continuous sheathing such as plywood sheathing(TG)andlor drywelt(BC). 3.2x Impact bridging or lateral bracing required where shown++ MSR R I LL SEQ . K4508222 4.No load should ba applied to any component until after ail bracing and 4.Installation of buss M the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment, deem loads W lied to anDesand ign ssor•dre wndbear ng use. EXPIRES: 12-31-2019 TRANS ID: LINK g^ applied any 5.CompuTrus has no control over and assumes no responsibility for to 6.Design assumes lull bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. 7.nesignas Design wbesaaedondrainage lo trussded., April 17,2018 8.This design is furnished subject to the limitations set forth by a.Pletea shall be located on both faces of buss,and placed so her center TPII IEA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in inches. Mi Tek USA,Inc/CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR.1311,ESR-1588(MiTek) ) 1 This design prepared from computer input by Pacific Loeber and TCt;,Ss-BC • LOMBR SPECIFICATIONS TRUSS SPAN 9'- 1,0" !COND. 2: Design checked for net(-5 psf) uplift at 24 "co spacing. TC: 2x4 DF *l&BTR LOAD DURATION INCREASE _ 1.15 Design conforms to main win dforce-resisting BC: - 2x9 DF 1l1&BTR SPACED 24,0" O.C. J1 system and components and cladding criteria. TC L4TERAL SUPPORT <= 12"0C, HON. LOADING _ BC L TPAAL SUPPORT <- 12"OC. DON- LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 P5F Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD - 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS)Dir), ro TOTAL LOAD - 42.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PS7 Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Gable end truss on continuous bearing wall PON. M-1x2 or equal typical at stud verticals. BOTTOMCHORD CHECKED FOR lOPSF L:VE LOAD, TOP Refer to CompuTrus cable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 4-06-08 4-06-08 1' T 12 2 T TIM-4x4 10.00 7 N10.00 of r lir .0. A/////////////////ILII//�///////d///////////�///III ,o 0 Mo -3x4 M-3x4 b L /' b 1-00 9-01 p 1-00 � ,0 PR OFFss �N5 V4--I /p 2 :9200PE 9< J03 NAME : 20828 GLOBAL LOT 1 WALNUT TERRACE - El Scale: 0.5071 a ' WARNINGS: GENERAL NOTES, unless otherwise noted: © Cr T U,�S: E 1 1. uilder end erection contractor should be advised or all General Notes 1.This design is based only upon the parameters shown and is for an individual 7� OREGON /,'6 and Warnings before construction commences. building component.Applicability of design parameters and proper to if� 2.204 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 stebllhy during construction 2.Design assumes the top and bottom chords to be laterally braced at <0 91' 1 4 f I10 4 s the responsiily of the erector.Additional permanent bracing or 2'o.c.and al 10'o.c.respectively unless braced throughout their I¢nglh by M DATE: 4/17/2018 Ire overallstructureis the res continuous sheathing such es plywood sheathing(TC)and/or dcres l(C). , ponsibility of the building designer. 3.2x Impact bridging or lateral bracing required where sleown.. /�fJ` ILA, SEQK4 5 0 8 2 2 3 4.No load should be applied to any component until after all batting and 4.Installation of truss is Me responsibility of the respective contractor. h �+ : fasteners are complete end at no lime should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRAMS I D- LINK design bbe ade e applied to any component. and are fo"dry pond ion'o use. 5.Colmar.s bno control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.shim or wedge if EXPIRES: 12-31-2019 fabrication,heating,shipment and installation of components. necessary. 7 q O 7.Designassumesbel sed on drainageface Is lrosa,an April !,201 V 6.Ties design is Aunichetl subject to the limitations set forth by e.Plates shall located on both fares of Truest and placed so their center TPIN1ICA in SCSI,copies of which will be furnished upon request. lines coindde with joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.8(10.E9.Digits indicate sae of plate in inches. p 10.For basic connector gale design values see ESR J311,ESR 1988(MiTek) er This design -prepared from computer input by Pacific Lumber and TruSS-BC sir LUMBER SPECIFICATIONS TRUSS SPAN 9'- 1.0" IBC 2.915 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 • TC: 2x4 DF ltl&BTR LOAD DURATION INCREASE = 1.15 1-%=( 0) 72 2-9=(- ) 117 1-.=(0) BC: 2x4 IF P1&BTR SPACED 29.0" 0.C. 2-3=1-350) b3 6-9_ 9 . 201 - WEBS: 2x4 DF STAND (-`�) 117 3-4=(-350) 84 LOAD=NG 4-5=( 0) 72 TO LTFRAL SUPPORT <- 12"00. UON. LL( 2.5.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BC L FRAL SUPPORT <- 12"00. U01. DL ON BOTTOM CHORD - 10.0 PSF TOTAL LOAD - 92,0 PSF BEARING MAX VFRT MAX HORZ BRG A0001900 ERG ARTA OVER NGS; 12.0" 12,0" LOCATIONS REACTIONS REACTIONS SIZE SQ.I5. (SPFCIFS) I LL = 25 PSF Ground Snow (Pg) 0'- 0,0" -79/ 490V -94/ 99H 5.51" 0.79 DF ( 525) - - 1,0" -79/ 495V 0/ OH 5.50" 0.79 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2115 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "cc spacing. I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/130 MAX LL DEFL = -0.002" : -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 5 -1'- 0.C" Allowed = 0.133" MAX LL DEFL = -0.002" a 10'- 1.1" Allowed = 0.100" 9-06-08 4-06-08 MAX TL CREEP DEFL = -0.003" 5 10'- 1.1" Allowed = 0,133" f T T MAX TC PANEL LL DEFL = 0,029" a - 5.2" Allowed = 0,553" 12 12 MAX TC PANEL TL DEFL = 0.093" 6'- 5.2" Allowed = 0.529" II M-4x4 10,00 10.51 MAX I IORIZ, LL DEFL<= 0,001" 5 0'- 7.5" MAX IIORIZ. TL DE_L = 0,002" ; 0'- 7.5" 34.0" , Design conforms to main windforce-resisting system and components and cladding criteria. wind: 140 mph, h=15ft, TOOL=4.2,BCDL=5.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,e, MWFRS(Cir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. re r1 /IAllh.h\ �tio e- T o o I .5 b )" b 4-06-08 4-06-08 • y y i y ��p PRQ1 1-00 9-01 1-00 • x\•30 GIN .`r/0 JO0 NAME : 20828 GLOBAL LOT 1 WALNUT TERRACE - E2 AP Scale: 0.4821 i� - WARNINGS: GENERAL NOTES, unless otherwise noted: O 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 an individual •yG 4,OREGON 4/ Tru,;s: E2 and Warm beforeconstrunioncommences. building g component Applicability of design parameters and proper t._ 2.2x4 compression web bracing must be installed where shown+. incorporation o}component is the responsibility of the building designer. �J N 3.Additional re bracing to insure stability during construction 2.�s19^assumes the top and bottom dards[o be laterally braced al �O '7 y 1 4 f n0 �� temporary g 7 oo.and at 10'0.c.respectively unless braced throughout their length by (� /� is the responsibility of the erector.Additional permanent bracing of continuous sheathln such as plywood sheathing(TC)TC and/or tl II BC "4113k VP'4/17/2018 Iha overall slna#Ne is the responsibility of the building designer. g e" P Yw g( )an rywe( ) /�� � I�� V 3.2x Impact bridging or lateral bracing required where shown++ 4 SEQ K4 5 0 8 2 2 4 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibilityf o the respective contractor. fasteners are complete and at no lune should any loads greater than 5.Design assumes busses are to be used'm anon-c.uorsrrososive environment, TRAWS ID: LINK design loads ba applied to any component. and are for"dry wube iof use, S.C«npuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge❑ EXPIRES: 12-37-2019 eceaeery. 7�f p fabrication,is kcsetg,shipment and installation of components. 7.Design assumes adequate drainage Is provided_ April I,L O 6.This design is baeished subject to the limitations set forth by 8.Plates shall he located on both fares of Imes,and placed so their center TPIONTCA in BCSI,copies of which will be furnished upon request. lines coincide wilh joint center fines. MiTek USA,Inc./Com uTrus Software 7.6.8 - 9.Digits indicate size of plate in inches. 1LE • P ( ) 10.For basic connector plate design values see E5R-1311,ESR-7968(MiTek) This design orepared from computer input by Pacific Lumber and Truss-BC ^ LUMBER SPECIFICATIONS TRUSS SPAN 6'- 9.0" IBC 2915 MAX MEMBER FORCES 4WR/GDF/Cq=1,00 TC: 1 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -2) 100 5-e-(-1"5") 185 5-2=(-562) 317 BC: 2x4 DF #103TR SPACED 24.0" O.C. ( ) WEBS 2x4 DF STAND 2-3=(-108) :2 2-5= 13G 165 3-4=1 -7) 3 6-3=(-198) 154 LOADING, TC LITERAL SUPPORT G- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BC LITERAL SUPPORT G- 12"00. UON. DL ON BOTTOM CHORD - 12.0 PSF BEARING MAX VERT MAX HORS ERG REQUIRED SRI AREA TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IE. (SPECIES) OVERT}ANGST 30.0" 0.0" 0'- D.O. -_17/ 617V -47/ 110H 5.50" 0.99 DF ( 625) LL = 25 PSF Ground Snow (Pg) - 0.0" -32/ 260V 0/ OH 5.50" 0.43 DF ( 625) 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 "or spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/130 AND BOTTOM CHORD L=VE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - -0.078" 5 -2'- 6.0" Allowed - 0.250" MAX TL CREEP DEFL - -0.100" 5 -2'- 6,0" Allowed - 0.333" MAX TC PANEL LL DEFL = 0,079" `a 2'- 11.3" Allowed = 0.348" MAX TC PANEL TL DEFL = -0.117" @ - 11.4" Allowed = 0.522" 5-08-04 0-03-12 MAX HORIZ. LL DEFL = -0,001" 5 5'- 0.5" T f T 12 MAX HORIZ. TL DEFL = -0,001" t 5'- 6.5" 4.00 17 Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 4 Wind: 140 3 mph, h=15ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 11 load duration factor-1,6, ii End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 d. 0 J m 0100 0 ti II - .0 3- 7.11M66 y . M-1.5x3 M-3x4 b 2-06 y s oo <(5kEO P R OF4:s 0NGINFFq `99 89200PE 9% JO0 NAME : 20828 GLOBAL LOT 1 WALNUT TERRACE - H1 �..! Scale: 0..5579 • . WARNINGS: GENERAL NOTES, unless otherwise noted: O Cr Tru s: H 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 7L 4i a�- OREGON 4/ red Warnings before consWclion commences. building component Applicability of design parameters and proper 2.204 compression web bracing mull be installed where shown+. 2.Design assumes Me IOD and bottom chords to be laterally braced al �O incorporation of component IS Me responsibility of the building designer. A Zoe ' Pi 3.Additional temporary bracing to'esure stability during consauclion r' is the responsitky of the erector.Additional permanent bredng or 2'o.c.and at o.c.respectively unless braced Throughout Meir length by 1 DATE: 4/17/2018 the overall cls an is the res continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ... 1 (� responsibility of Ile building designer. 3.2x Impact bridging or lateral bracing required where shown++ �� V S E Q. : K4 5 0 S 2 2 5 4.No load should be applied to any component until after ell bracing and 4.Installation of russ is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to he used in a noncorrosive environment, TRANS I D: LINK design bads be applied to any component. and are for"dry condition"or use. 5.CampuTrus has no control over and assumes no responsibility for the 6.Design assumes hill bearing at all supports shown.Shiroor wedge if EXPIRES: 12-31-2019 fabrication.handling,shipment end installation of components. necessary. 6.This design is furnished subject to the limitations set forth by f.Patesnhagbeaad04 on oBdraiose lclimesan d. April 17,2018 B.Plates shag be located se bond faces of truss,and placed so Meir center TPIANTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,hC.{CompuTrus Software 7.6.8(10-E9.Digits indicate sic of plate In inches. 10.Per basic connector plate design values see ESR-1311,ESR-1988(MiTek) - This design prepared from computer input by Pacific Lumber and Truss-BC 1 LUMBER SPECIFICATIONS TRUSS SPAN 3'- 0,0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF AlEBTR LOAD DURATION INCREASE = 1.15 1-2=1 -2) 100 (-125) 105 5-2= 552 5-6- (- ) 323 BC: 2x4 DF 8l&BTR SPACED 29.1" O.C. 73 - 2-3=1-88) 2-6=( -e4) 115 - WEBS: 2x4 DF STAND 3-9=( 7) 3 6-3=(-102) n. LOADING _ TC L�-'{,,E RAL SUPPORT 0- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD- 32.0 PSF BC LArFFRAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS 7FACPIONS SIZE SQ.IN. (SPECIES) OVER NGS: 30.0" 0.0" 0'- 0.0" -_27/ 587V -35/ 81H 5.5C" 0.94 DF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 0.0" -33/ 142V 0/ OH 5.5C" 0.23 DF ( 625) LDIITED STORAGE DOES NOT APPLY DUE TO THE SPAT:AL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR _CPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL-2/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX LL DEFL - -0.078" 5 -2'- 6.C" Allowed - 0.250" MAX TL CREEP DEAL - -0.100" A -2'- 6.C" Allowed - 0.333" MAX TC PANEL LL DEFL - 0,024" e 1'- 2.5" Allowed - 0,143" 2-08-04 0-03-/12 MAX TC PANEL TL DEFL = 0.028" @ 1'- 2.5" Allowed = 0.214" f f MAX HORIZ. LL DEFL = -0.000" @ - 6.5" 12 MAX HORIZ. TL DEFL = -0,000" @ 2'- 6,5" 4,C0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), M-1.5x3 load duration £actor=1,6, 4End vertical(s) are exposed to wind, 3 Truss designed for wind loads in the plane of the truss only. LI M-3x4 2 ele1111141111111111 o Ill cu i a 0 ' 101 Pll 1111111111111111 m 1111111111110111 AIME WEEM6 M-1.5x3 M-3x4 y y y 2-06 3-00 �, o PROPect �C?�5 vNGIN /�2 :9200PE �1 J4. NAME : 20828 GLOBAL LOT 1 WALNUT TERRACE - H2 r /�/7 1 Scale: 0-6087 �� ®may ' WARNINGS: GENERAL NOTES, unless otherwise noted: Q L L 1.Builder and exaction contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual -�,G ,�OREGON (/Trand Warnings before construction commences. building component Applicability of design parameters and proper u\_ 2.2z4 compression web bracing must be installed where shown.. incorporation of component is Ne responsibility of the building designer. 207 Q`�- 3.Additional temporary bracing to insure stability during consWclion 2.Design assumes the top and bottom chords to be laterally braced at �O 1 is the responatb'INy of the erector.Additional permanent bracing of 7 o.c.and e<10'o.c.respecdvely unless braced tMougnout their length by DATE: 4/17/2018 the overall sintlue is the responsibility of the building designer. continuous sheathing such as plywood sheething(TC)and/or drywell(BC). ///��� 7.In2Impact o bodging oris latthe bracing required respective shown lowRR t S E Q K 4 5 0 8 2 2 6 4.No load should be applied to any component unto after all bracing and 4.Installation of buss is the responsibility of the respective conlmclor. {� fasteners are compete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design bads ba applied to any component and are for"dry wndWon'of use. 5.CompuTrus hoe 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 necesea ss fabdcalion,handling,shipment and installation limitations oa setcomponents. 7.Design assumes adequate drainage is provided- Apri I 17,201 8 6.This design is Punished subject to the lirtitations set forth by 8.Plates shall be located on both faces of truss,and placed eo their center TPINJICA in SCSI,copes of which will be furnished upon request. lines coincide with john center lines. 9.Digits indicate ewe of plate in inches. MiTek USA,Inc./CornpUTrus Software 7.6.8(12)-E 10.For basic connector pale design values see ESR-1311,ESR-1988(MiTek) I _ This design prepared from computer input by Pacific Lumber and Truss-BC ' LUMBE1 SPECIFICATIONS TRUSS SPAN 1'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: !2x4 DF h1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 -2) 100 4-5=(-101) 59 4-2=(-671) 345 BC: 1254 DF #1&BTR SPACED 24.0" O.C. 2-3=(-131) 72 2-0=) -88) 150 WEBS:!2x4 DF STAND LOADING TC LAfFRAL SUPPORT 4- 12"00. UON- LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX HOR7, BRC REQUIRED BRG ARRA - BC LA FRAL SUPPORT <- 12"00. GOB. DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS ?FACTIONS OEACTIONS SI7F SQ,IN. (SPECIES) TOTAL LOAD - 42.0 PSF 0'- 0.0" -138/ 683V -25/ 74H 5.50" 1.09 DF ( 625) OVFRH4NG5: 30.0" 0.0" 1'- 3.3" -71/ 81V 0/ OH 5.50" 0.13 DF ( 625) 12 LL = 25 PSF Ground Snow (Pg) 1'- 6.0" -336/ 106V 0/ OH 1.50" 0.17 DF ( 625) 4.00 I0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF BE 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jts:4,5,3 1 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'GOND. 2: Design checked for net(-5 psi) uplift aL 24 "cc spacing. 1 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.078" @ -2'- 6.0" Allowed = 0,250" MAX TL CREEP DEFL = -0.100" @ -2'- 6.0" Allowed = 0.333" MAX TC PANEL LL DEFL = 0.007" 0 0'- 8.9" Allowed = 0.065" MAX TC PANEL TL DEFL = 0.008" @ 0'- 8.9" Allowed = 0.097" MAX HORIZ. LL DF.°L - -0.001" @ 1'- 5.2" MAX HORIZ. TL DF.°L - -0.001" @ 1'- 5.2" 3 -/ M-3x4 Design conforms to main windforce-resisting syslen and components and cladding criteria. Wind: 140 mph, h-15f1, TCDL-4.2,BCDL-6.0, ASCE 7-10, /-- (All Heights), Enclosed, CaL.2, Fxp.B, MNFRS(Dir), load duration factor-1.6, End vertical(s) are exposed to wind, Truss designed for wind loads V� o in the plane of the truss only. 1 ti 0 ti 1 II II , y4----_>--c.- M-1.5x3 M-1.5x3 `" y 2 06 y 1 06 y `c�`�`GiNF ` 61 �C 4,1 29 Q :9200PE % JOE NAME : 20828 GLOBAL LOT 1 WALNUT TERRACE - H3 _ �"'''�. Scale: 0.9293 �� � • WARNINGS: GENERAL NOTES, unless otherwise noted: C.) Cr 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Trus: H3 and Warnings before construdloncommences. building component Applicability of design parameters and -9L , OREGON ��!/ incorporation of component is there proper' kbt • 2.2z4 compression web bracing must be Installed where shown.. poor poorer responsibility of the building designer. (� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at �O r 1 A �v 2'o.c.and at 10'o.c.respecdvely unless braced throughout Meir length by (s'F f 111 's the rezonsiibi&y of the erecta.Additional permanent bracing of continuous sheeMing such as plywood aheathing(TCj endlor tlrywall(BC). DATE: 4/17/2018 the overall slnaWre Is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown.. �R R L S EQ K 4 5 0 8 2 2 7 4.No load nbeu d be applied to any component until after all bracing and 4.Installation of truss a the responsibility of the respective contractor. {w • fasteners are complete and at no time should any loads greeter than 5.Design assumes Susses are to be used in a non-corrosive environment, TRAII4S I D: LINK design loads be applied to any component and are for°dry condition"of use. 5.CompuTrus has no contra over and assumes no responsibility for the 6.Design assumes full bearing atall supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,h necese heeding,shipment and installation of components. i 8 6.This design is banished subject to thee limitations set forty es .Design assumes adequate drainage Is provided. by 8.Plates shall be located on both faces of tows,and placed so their center April 17,2018 I TPI/WTCA in SCSI,topes of which will be furnished upon request. lines ooindde with joint center lines. ! 9. es. MiTek USA,Inc./Com uTrus Software 7.6.81L-E 10 Foe bts asic connector ofplateeign values P ( ) 10.For basic connector pWte design values see ESR-1311,EEE-7988(MiTek) •1 vs 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 IF 4l&BTR LOAD DURATION INCREASE = 1.15 1-2=1 -2) 100 5-6=(-175) 160 5-2=1-565) 309 BC: 1 2x4 DF d1&BTR SPACED 24.0" O.C. WEBS:(2x4 OF STAND 2-3=f-91) 73 6-7=( 0) 0 2-6=(-119) 199 3-4=(-18) 53 6-3=( 0) 112 LOADING TC LF.RAL SUPPORT <- 12"OC. GOT-. LL( 25.0)-DL( 7.0) ON TOP CHORD - 32,0 PIE i BC L F.RAL SUPPORT <- 12"05. 1101I. DL ON BOTTOM CHORD - 10.0 PIE BEARING MAX VERT MAX HORS BRC REQUIRED BRC ARTA I TOTAL LOAD - 42.0 PIF LOCATIONS REACTIONS 355255ONS SIZE SQ.II. (SPFCIFS) E OVRHANGS: 30.0" 0.0" 0'- 0.0" -119/ 605V -45/ 10.5H 5.50" 0.97 DF ( 625) • LL = 25 PSF Ground Snow (Pg) 5'- 1.7" -13/ 173V 0/ OH 1.50" 0.28 DF ( 625) ' 6'- 0,0" -31/ 52V 0/ OH 5.50" 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:5,4,7 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CEORD LIVE LOADS ACT NON-CONCURRENTLY, ICOND, 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.078" 0 -2'- 6.0" Allowed = 0.250" 5-02-07 MAX TL CREEP DEFL - -0.100" 0 -2'- 6.0" Allowed - 0.333" T T MAX TL CREEP DEFL - -0.036" 9 4'- 8.6" Allowed - 0.308" MAX LL DEFL - 0.000" 5 0'- 0.0" Allowed - 0.017" 12 MAX TL CREEP DEFL - 0.000" 9 0'- 0.0" Allowed - 0.023" 4.00 ' MAX TC PANEL LL DEFL = -0.025" 9 1'- 7.6" Allowed = 0.289" MAX HORIZ, LL DEFL = -0.007" 9 5'- 1,7" M-1.5x3 MAX HORIZ, TL DEFL = 0.006" ii 5'- 1.7" Design ccnforms to main windforce-resisting g '' system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4,2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Dxp.B, MWFRS(Dir), load duration factor=1,6, 14_3.4 3x4 mEnd vertical(s) are exposed tc wind, Truss designed for wind loads 2 in the plane of the truss only. I e� M o sue 1 II ME M-1.5x3 M-3x4 9-07-07 1-04-09 L T y 206 6-00 ,<,0\°) PROk-e c�504 6). `SO 2 Q :9200PE r JOB NAME : 20828 GLOBAL LOT 1 WALNUT TERRACE - HJ1 i / Scale: 0.5454 � WARNINGS: GENERAL NOTES, unless otherwise noted: O 'Cr T T U s: HJ1 1. uilder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown and is for an Individual -7, OREGON � ,I././ and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. 4�J (�A ` initorary bracing to Insure stability during construction 2,Design assumes the top and bottom chords to be laterally braced al <O as 14, 4, 2�j` y" 3.is theonel ta2'o.c.and at 10-o.c.respectively unless braced throughout their length by F11 is respansbifty of the erector.Additional permanent bracing of continuous sheathing such plywood required el when sand/or drywall BC 'e)1? 4/17/2018 the overall sWck.isthe responsibility of the buildingdesigner. ( ) �PRO- DATE: 3.2x Impact bridging sheath or lateral bracing required where shown++ SE K4 5 0 8 2 2 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibilityof the respective pecwe cornu or. fasteners me complete and at no time should any loads greater than 5.Design assumes trusses are to be used In anon-corrosive environment, TRA S I D: LINK design loads be applied to any component. and are for"dry Condition"of use. 5.CompuTrus hes no control over and assumes no responsibility for the H.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 ceasasa .I .I p fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage Is provided. April 17,20I O 8.This design is bankhed subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPVWTCA in BCS(,copies of which will be furnished upon request. lines coindde with joint center lines. 9.Digits indicate s¢e of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) M l This design prepared from computer input by - Pacific Lumber and Tress-BC LUMBEk SPECIFICATIONS HIP CORNER RAFTER j LOAD DURATION INCREASE = 1.15 CHORDS: LOADING TC 21)4-2 DF kl&BTR TOP CHORD LL + DL = 32.0 PSF 2X6 DF k1&BTR @ M-5x8 12 M-3x6 3.71 1.1 / lor M-3x6111°10 '/ A. 0 M-3x8 M-3x6 111. i /- I. M-1.5x4+ o M-1.5x4+ 4, s- I •��EO PRQ1 ��`� �NG�N�E9 /O. 2-09-12 6-00-09 .9 !O- 9� JO0 NAME : 20828 GLOBAL LOT 1 WALNUT TERRACE - HRj11 ' iScale: 0.9523 - !�" WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Budder and erection contractor should be advised of all General Notes 1.This design Is based only upon Inc parameters shown and is for an individual 7, 4,OREGON 4.(1T r u p s: HR and Warnings before construction commences. building component Applicability of design parameters and proper IX2.2x4 compression web bracing must be Installed where shown k. incorporation of component is the responsibility of the building designer. 2.°\ O A` 3.Additional temporary bracing to insure stabllhy during consinlclion 2.Design assumes the top and bottom chords to be laterally braced al i6 11 r 14 1 Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'G.C.respectively unless braced throughout their length by R DAT�.: 4/17/2018 the overall cblrcbxe is the responsibility i the building designer. continuous sheathing such as plywood sheething(TC)and/or drywall181) 41eR R ILA_ Donsi y o 9 9 3.2x Impact bodging or!Moral bracing required where shown ik I' SEQ. : K4 5 0 8 2 2 9 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no lime should any loads greeter than 5.Design assumes busses are to be used in a non-corrosive environment, T RAV S I D: LINK design loads beapplied to any component. and are for"dry condition"Of use, 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes umes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 necessary. fabrication.handling,shipment and inslalalion of components. 7.Design assumes adequate drainage Is provided. 8.This design a furnished subject to the limitations set forth by 8.Plates shat be located on both faces of Irmo and placed so their center April 17,2 18 TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint cenler lines. 9.Digits indicate side at plate in inches. MiTek USA,Inc./CompuTrus Software 6.2.3(1L)-Z 10.Fa basic connector pate design values see ESR-1311,ESR-1988(MiTek) • 1 I This design prepared from computer input by Pacific Lumber and Trc.SS-BC LUMBErt SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2015 MAX MEMBER FORCES 450/GDF 4Cq=1,00 r TC: 2x4 DF HINTS LOAD DURATION INCREASE = 1.15 1-2=( 0) 29 2-6=(-176) 761 6-3=( 0) 221 BC: 12E4 DF it 1(ATE SPACED 29.0" O.C. 2-3=(-530) 105 6-7=(-183) 753 3-7=(-809) 165 6EBS:;2x4 DF STAND 3-4=1 -66) 62 7-4=(-133) 82 I LOAD:NG 4-5=( -5) 2 TC LATERAL SUPPORT <- 12"00. 005. LL( 25.0)+DL( 10.0) ON TOP CHORD - 35.0 PSE BC LA{,FRAL SUPPORT G- 12"00. UOK. DL ON BOTTOM CHORD - 10.0 PSF TOTAL LOAD - 45.0 PSF BEARING MAX VERT MAX HOS?, BRC REQUIRED BRC ARRA OVFRH NGS: 12,0" 0.0" LOCATIONS REACTIONS ZFACT IONS SI7.F SQ,IE. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -73/ 583V -31/ 90H 5.50" 0.93 DF ( 625) 10'- 0.0" -50/ 449V 0/ OH 5.50" 0,72 OF ( 625) M-1.44 or equal at non-SLriCLural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (Lion). REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. *` Fo hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP i AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" e -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" e -1'- 0.0" Allowed = 0.133" MAX LL DEFL - -0,017" @ 5'- 6.5" Allowed = 0.454" MAX TL CREEP DEFL = -0.046" @ 5'- 6.5" Allowed = 0.606" MAX HORIZ. LL DEFL = 0.005" < 9'- 6.5" • 5-08-04 4-00 0-03-12 MAX BORIZ. TL DEFL = 0.009" @ 9'- 6.5" 12 Designconforms to main windforce-resisting 3.00 o system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (A11. heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x3 load duration factor=l.6, End vertical(s) are exposed to wind, M-3x6 r 5 Truss designed for wind loads M-3X6 in the plane of the truss only. M-1.5x4 000 f M-3x4 10011 Truss designed for 4x2 outlookers. 2x4 let-ins IAof the same size and grade as structural top M-3x6 I chord. Insure tight fit at each end of let-in. O sad er must be cut with care and are permissible at inlet board areas only. M-1.5x4 6, 0 1 M-3x6 11, w 11 • xr z :-1 ,r- -Iiii1111111111 PT I o M-3x4 M-1.5x3 M-3x4 J, L l 5-06-08 4-05-08 y y ���O PRQFFs 1-00 10-00 �\..� NGINFF9 s/0 :9200PE 9< J04 NAME : 20828 GLOBAL LOT 1 WALNUT TERRACE - G1 ' ®�Ji/fC/�)") Scale: 0.9870 � C.,..� ' 1 WARNINGS: GENERAL NOTES, unless otherwise noted: Tru s: G 1 1.Builder and emotion contractor should be advised of all General Notes 1.This de based only the 7, '!OREGON �ltf sign Is y upon parameters shown end is for an individual and Warnings before construction commences. building component Applicability of design parameters and proper 1 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. t 3.Additional lemlwrery bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at <0 -7 y 14, 20 �+1� is the re (the erecta.Adtlilional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by (� C?)‘" 11 sponaibiity o permanent bracing of continuous sheathing Such as plywood sheathing(TC)ah(TC)enNor drywell(BCJ. � DATE. 4/17/2018 fast overall re complete lis the responsibility of the building designer. 1 2x Impact bsheath or lateral bracing required wheresMwn.. •b[]11 SEQ K4 5 0 8 2 3 0 4.No load should be applied to any component until after all bracing and a.Ina anaepn er wag s me respunaibilar er ne respect a eonbacner r7(�1 L. fasteners are caoplale and at no time should any loads greater than 5.Design assumes trusses are to be used d a non-corrosive environment, TRA S I D: LINK design loads be applied to any component. and are for"drysdibcondition"of use, 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumesfellbearing a1 all auppprta shown.Salm or wedge If EXPIRES: 12-31-2019 ecess A .l fabrication,handing,shipment and la limitations talion of canponents. 7.necessary_ esgnassumes adequate drainage is provided. April 17,2 18 S.This design is furnished subject to the limitations set forth by 8.plates shall be located on both faces of truss,and placed sot.center TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate Ie inches. MITek USA,rnc.ICompuTrus Software 7.6.8(1L)-E 10.For basic connector plate dodge values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LDMBEt SPECIFICATION: TRUSS SPAN 8'- 0,0" ISO 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.50 TC: 1254 DF 4t1&BTR LOAD DURATION INCREASE = 1.15 1-2=(0) 72 2-4=(0) 0 _ BC: 1204 DF t1ABTE SPACED 24.0" O.C. 2-3=(0) 156 TC LAERAL SUPPORT <= 12"00. f10X. LOADING BC LA ERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX HORS 850 RFQUIRFD BRG AREA DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS 3F.ACTIONS SIZE SQ.IE. (SPECIES) OVERH4NGS: 12.0" 0.0" TOTAL LOAD - 42.0 PSE 0'- 0.0" -158/ 2520 -15/ 62H 5.50" 0.40 DF ( 625) 1'- 1.3" -65/ 2390 0/ OH 1.50" 0.338 DF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 63V 0/ OH 5.50" 0.10 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:2,3,4 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 'CONE. 2: Design checked for neLl-5 psf) upli_L aL 24 "cc spacing. AND BOTTOM CHORD L=VE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" ;a -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.001" @ 0'- 9.1" Allowed = 0.055" MAX TC PANEL TL DEFL = -0.002" @ 0'- 9.1" Allowed = 0.089" MAX BC PANEL LL DEFL - 0.010" 5 3'- 6.6" Allowed - 0.354" MAX BC PANEL TL DEFL - -0.096" 6 4'- 8.2" Allowed - 0.472" MAX HORIZ. LL DEFL - -0.000" @ 1'- 1.3" 1-02 MAX HORIZ. TL DEFL - 0.000" @ 1'- 1.3" T 10 12 Design conforms to main windforce-resisting system and components and cladding criteria. 10.00 Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 co o m O 6D f- I O I 4 / 3x4 y 1-00 8-00 • ����p PR ppess ���c� �NGINE�c9 /p2 :9200PE 9r JO0 NAME : 20828 GLOBAL LOT 1 WALNUT TERRACE - J1 44111115".' Scale:Scale: 0.6145 ' 1 WARNINGS, GENERAL NOTES, unless etherise noted: O CC }, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Trus: JI and Warnings before construction commences. building component Applicability of design parameters and proper -9 �w OREGON 1`�c L� 2.244 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. �/ I�{� �O�" 4 3.Additional temporary bracing to insure stability during condi-notion 2 Design assumes me top and bottom chords to be laterally braced al O I 14 is the responaihitily of the erector.Additional permanent bracing of 2'656 and at 10'G.C.respecdvely unless braced throughout their length by 1 DATE(: 4/17/2018 me overall eb„Lre is the responsibility of me boldin designer. continuous ridging or as plywood required a when shown drywall(BC). ponsi Y 9 9 3.24 Impact bridging or lateral bracing required where shown.+ ��P R,t S E Q : K4508231 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of me respective contractor. {� �" fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRAg4S ID: LINK design loads be applied to any component and are for"dry condilion'of use. 5.CompuTrus has no control over and assumes no responsibility for me 6.Desitin assumes lull bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handing,shipment and installation of components. 7. snary.um Patesnhagbel aedonafageioprovided April 17,2018 6.This design is furnished subject to the limitations set form by 8.Plates shall be ionated on both faces of Inds,and placed so their center TPINWTCA in BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,kte./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR.1311,ESR'196S(MI Tek) 1 This design prepared from computer input by - Pacific Lumber and Truss-BC si LJMB}},'R SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC: 2015 MAX MEMBER FORCES 447E/C,DF/Cq=1.00 TC: 204 DF &1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-9=(S) 0BC: 204 DF 61&BTR SPACED 24.0" O.C. 2-3-(-93) 74 - TC L4TERAL SUPPORT <= 12"00. UON. LOADING - BC L TF.RAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32,0 PST BEARING MAX VERT MAX HORS.. BAG REQUIRED CRC AREA EL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS ZFACPION; SI7,F SQ.IN. (SPECIES) OVER IIIA NGG: 12.0" 0.0" TOTAL LOAD - 92.0 PSF 0'- 0.0" -45/ 301V -28/ 92H 5.50" 0.43 DF ( 625) LL = 25 PIE Ground Snow P 2,- 3.6" -271/ '159V 0/ OH 1.50" 0.25 DF ( 625) ( g) 8'- 0.0" 0/ 65V 0/ OH 5.50" 0.10 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:2,3,9 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for neL(-5 psf) upli_L at 29 "cc spacing, AND BOTTOM CHORD L=VE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.004" 0 1'- 5.5" Allowed = 0.165" MAX TC PANEL TL DEFL = -0.013" @ 1'- 3.6" Allowed = 0.247" MAX BC PANEL LL DEFL - 0.013" 0 3'- 6.6" Allowed - 0.354" MAX BC PANEL TL SEEL - -0.111" @ 4'- 4.8" Allowed - 0.472" 2-04-06 f T MAX HORIZ. LL DEOL - 0.000" @ 2'- 3.6" MAX HORIZ. TL DEFL = 0.000" @ 2'- 3.6" 12 10.00 Design conforms to main windforce-resisting system and components and cladding criteria. :3 Wind: 140 mph, h=21.4ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Eup.s, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 0 in the plane of the truss only. 0 0 N ti a 7 O q M-3x4 b J., y 1-00 8-00 <,( D PR04-A, ��`0 NAG'NE. ,6 /02 JOB NAME : 20828 GLOBAL LOT 1 WALNUT TERRACE - J2 / "�, 9r Scala: 0.5395 WARNINGS: GENERAL NOTES, unless otherwise noted: 4 j}, TrusJ2 1.Builder and erection contractor should be advised of ell General Notes 1.This design is based only upon the parameters shown and is for an individual -qL ,if OREGON lt,"w and Warnings before construction commences. building component Applicability of design parameters and proper 2.2z4 compression web bracing must be installed where shown.. 2.Design assumes the the responsibility of the building designer. 3.Adtlilional temporary bracing to insure stability during constructionby and bottom chords to be laterally braced el i6 q y 14 Zp $ , '� 14 A incorporation of component is s the responsibility of the erector.Additional permanent bracing of 7 O.c.and M 10'o.c.respectively unless braced throughout their length by DATE: 4/17/2018 the overall tlnuMae is the responsibility W the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BCj. 3. lined bodging or lalere)bracing required the where shownco e M�' t �` S E Q E : K 9 5 0 8 2 3 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. �/ fasteners are complete and at no time should any loads greater than 5.Design assumes Cusses am to be used in a non-corrosive environment, T RAlk S I D: LINK design loads ba applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full Dearing at all supports shown.Shim or wedge If EXPIRES: 12-31-2019 fabrication,handing,shipment and installation of components. nate Bary 7.handing, Plates haaaamaeadedor,drainage Is provided. April 17,2018 6.This design is burnished subject to the limitations set forth by 8.Plates shalt be located on both faces of truss,and placed so their center TPINVTCA in SCSI,copies of which will be famished upon request. lines coincide with joint center lines. MiTek USA,Inc.ICompuTrus Software 7.6.8(1 L)-E 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1371,ESR1968(M(Tek) or This design prepared from computer input by Pacific Lumber and Truss-BC s yyyy LUMBIR SPECIFICATION: TRUSS SPAN 10'- 0.0" IBC 2015 MAX MEMBER FORCES 4510/501/Cq=1.00 TC: 1 2x4 DF k1&BTRLOAD DURATION INCREASE = 1..5 (-178) 701 6 3=( 0) 221 1-2=( 0) 29 2-6= _ 2-3=(-830) 105 6-7=(-183) 753 3-7=1-809) 105 BC: 2x4 DF kl&BTR SPACED 24.0" O,C. WEBS 2x4 IF STAND 3-9=1 -06) 62 7-4=(-133) 82 i I = TC L TFRAL SUPPORT <- 12"00. UON, LL( 2.5.0)+DL( 10.0)LOADON TOPNG CHORD - 35.0 PSI BC L TFRAL SUPPORT <- 12"OC. 205, DL ON BOTTOM CHORD - 10.0 PSF 4-5=( -5) 2 TOTAL LOAD - 45.0 PSF BEARING MAX VERT MAX FIORE BIG REQUIRED BRG AREA OVER fiA NCS: 12,0" 0.0" LOCATIONS REACTIONS ZF.ACTIONS SI01 SQ.IN. (SPECIES) LL = 25 PUP Ground Snow (Pg) 0'- 0.0" -73/ 583V -31/ 900 5.50" 0.93 DF ( 625) *+ Fir hanger specs. - See app-oved plans 10'- 0.0" -50/ 499V 0/ OH 5.50" 0.72 DF ( 625) l 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 "cc spacing. 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 = 0.002" '_ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 9 -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.017" a 5'- 6.5" Allowed = 0.459" MAX TL CREEP DEFL = -0.046" @ 5'- 6.5'• Allowed = 0.606" MAX HORIZ. LL DEFL = 0.005" re 9'- 6.5" MAX HORIZ. TL DEFL = 0.009" 9 9'- 6.5" 5-08-04 4-00 0-03-12 Design conforms to main windforce-resisting T T 9' f system and components and cladding criteria. 12 3.001 Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cet.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-1.5x3 End vertical(a) are exposed to wind, Triss designed for wind loads in the plane of the truss only. 1 M-3x4 I e a, 0 N m2 _......gidillgillIllIllIllIlll o f- 11111. 1 6 as -i 0 M-3x4 M-1.5x3 M-3x4 J, y y 5-06-08 4-05-08 1-00 10-00 �.Ep PR 0p4. �\c�'t NGI NFF9 bio w 2 `z '9200PE 9% JOb NAME : 20828 GLOBAL LOT 1 WALNUT TERRACE - G2 ( Scale: 0.4870 .1 WARNINGS: GENERAL NOTES, unless otherwise noted: hr 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 lI , OREGON 4~C Trus: G 2 and Warnings before construction commences. building component Applicability of design parameters and fin*, '(� A_ proper {� 2.204 compression web bracing must be Installed where shown.. incorporation of component is the responsibility of the building designer. 2�� �/` 3.Additional temporary bracing to insure stability during consiruclion 2.Design assumes the top and bottom chords to be laterally braced al 7 o.c.and at 10'o.c.respectively unless braced throughout their length by V 14 t is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TG)andfor drywall(13G) A�/� DATE: 4/17/2018 the overall shucblre is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown.. '�/ R R I i SEQ. : K4508233 4.No load should be applied to any component until after all bracing and A Installation of truss is the responsibility of the respective contractor. {��/ fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRAMS ID• LINK design loads be applied to any component and are fa dry condition'Of use. 6.Design assumes full bearing at an supports shown.Shim or wedge i/ EXPIRES: 12-31-2019 5.CompuTrus has no control over and assumes no responsibility for the fabrication, shipment end InOeGelion of components. necessary. haedFg. hi 7.Design assumes adequate drainage is provided. April 17,2018 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIPA?CA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.8 - 9.Digits indicate size el plata in inches. 1 LE p ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) l This design prepared from computer input by Pacific Lumber and Truss-BC LUMBIIR SPECIFICATIONS 8-00-00 MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cy=1.00 TC: , 2x4 DF k1kBTR; LOAD DJRATION =NCREASS = 2.15 (Non-Rep) 1-2=( 0) 72 2-5=(-168) 488 5-3=( -96) 199 x6 DF SS T2 BC: ! 2x4 DF k'1&BTR 2-3=(-730) 184 5-6=( -44) 60 5-9=(-153) 535 ,< LOADING 3-9=(-989) 161 4-6=1-5941 301 WEB.S1 2x4 DF STAND LL = 25 PSF Ground Snow (Pg) I TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 3'- 7.0" V TC L7(TFRAL SUPPORT 24"0C. ION, DC UNIF LL( 100.0)+DL( 28.0)- 128.0 PLF 3'- 7.0" TO 8'- 0.0" V BEARING MAX VERT MAX 8007 BRC RFQUIRF.D CRC AREA BC L TFRAL SUPPORT <- 12"OC. UOX. BC UNTO LL( 0.0)+DL( 40.0)- 40.0 PLF 0'- 0.0" TO 8'- 0.0" V LOCATION; REACTIONS REACTIONS SI7F SQ.IN. (SPECIES) 0'- 0.0" -187/ 759V -59/ 116H 5.50" 1.22 DF ( 625) TC CONC LL( 149.3)+DL( 41.8)- 291.1 LBS @ 3'- 7.0" 8'- 0.0" -252/ 675V 0/ OH 5.50" 1.08 DF ( 625) NOTE 2x4 BRACING .AT 24"OC UON. FOR ALL FLAT@ TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND :RC 2015 NOT BEING MET. 1COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. I OVERF ANGB: 12.0" 0.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 AND BOTTOM CHORD L:VE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - -0.002" r< -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed - 0.133" ** Fqr banyan specs. - See app-Quad plans MAX LL DEFL - 0.012" e 3'- 7.8" Allowed = 0.354" MAX TL CREEP DEFL = -0.022" @ 3'- 7.8" Allowed - 0.472" 3-06-12 4-05-04•• • 4,191.10# MAX HORIZ. LL DEFL = -0.001" @ 7'- 10.2" :2 M-4x6 MAX HORIZ. TL DEFL = 0.002" @ 7'- 10.2" 10.00 V M-3x4 Design conforms to main windferce-resisting q system and components and cladding criteria. Wind: 140 mph, h=21.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.S, MWFRS(Dir), I_i load duration factor=1.6, End vertical(s) are exposed to wind, Triss designed for wind loads on in the plane of the truss only. N O O 1 ti /-O wiimmimmimmimmommimmorAMMEI XII /111114111. O p y6 M-1.5x3 1, y L 3-04-02 4-07-14 b y 1-00 8-00 • '(?EO PR OP ?�C 'NGiNFk9 0. `SAO i w 2 44.: :9200PE v� JOB NAME : 20828 GLOBAL LOT 1 WALNUT TERRACE - J3 Scale: 0.5645 011101111 , �� I WARNINGS: GENERAL NOTES, unless otherwise noted: 0 frTrus: J 3 1. uilder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 7?, 4OREGON 44 and Warnings before construction commences. budding component.Applicability of design parameters and proper w- 2.204 compression web bracing must be Installed where shown a. incorporation of component Is the resDonsibllits of the building designer. 17s 3.Addltloral temporary bracing to insure stability during construction 2.Design assumes the top and selybottom chords to be laterally braced al /O '''/)" 24\440,--1- i Is the responsibility of the erector.Additional permanent bracing of a O.p.and at tg'cc respectively unless braced throughout their length by A. a G DATE k 4/17/2018 the overall sPsoNee is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3.28 Impact bodging or lateral bracing required where shown++ M�r 1 �� SEQ. : K4508234 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 are complete and at no time should any loads greater than 5.Design assumes busses are to be used In a non-corrosive environment, TRAPIS ID: LINK design loads be applied to any component. and are fo"dry condition"of use. b.Camps nvfres m control over and assumes no responsibility for the 6.De igns assumes full bearing at all supports Shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. n e ry. .l .l p H.This design is banished subject to the limitations set forth by T.Plates shallassbe located adequate drainage Is trusis,a AprI I 1 7,2�1 V 8.Plates be hon both faces of Truss,and placed so their center TPI/WTCA in BC81,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,IrIC./COmpUTrus Software 7.6.8(1L)-E 9.Digits indicate sae of plate in inches. 10.For basic connector plate design values see ESR-1311,E117-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC 8. LUMBE2 SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 284 DF kl&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 OF k1&BTR SPACED 24.0" O.C. 2-3=(-102) 101 TC LA ERAL SUPPORT <= 12"OC. UON. LOADING ^ BC LA F,RAL SUPPORT <- 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF ERARING MAX VERT MAX HOOP BRC REQUIRED BRC AREA DL ON BOTTOM CHORD- 10.0 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHINNGS: 12.0" 0.0" TOTAL LOAD - 42.0 PSF 0'- 0.0" -18/ 384V -54/ 155H 5.50" 0.61 DF ( 625) 4'- 8.4" -178/ 180V 0/ OH 1.50" 0.29 DF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 75V 0/ OH 5.50" 0.12 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. IPROVIDE FULL BEARING;Jts:2,3,4 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for nek(-5 psf) uplift. at. 24 .cc spacing. AND BOTTOM CEORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" 9 -1'- 0.0" Allowed = 0.100- MAX TL CREEP DEFL = -0.003. 9 -1'- 0.0" Allowed = 0.133" 9-09-03 MAX LL DEFL = 0.000•• 0 0'- 0.0" Allowed = 0.139" l' MAX TC PANEL LL DEFL = -0.049" 9 2'- 8.9" Allowed = 0.374" MAX BC PANEL TL DEFL - -0.164" 9 4'- 1.4" Allowed - 0.472" . MAX BC PANEL TL DEFL - -0.012" 8 5'- 3.0" Allowed - 0.472" 12 MAX HORIZ. LL DE°L - -0.001" 8 4'- 8.4" 10.00 r7 'i MAX HORIZ. TL DEFL = 0.001" 9 4'- 8.4" Design conforms to main windforce-resisting system and components and cladding coiteria. Wind: 140 mph, h-22.40t, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MNFRS(Dir), load duration factor-1.6, r, Truss designed for wind loads o in the plane of the truss only. o rr /- , o ,_ l• 0 2�� ��4 1 N1-3x9 b b y 1-00 8-00 1 'Ck0PROpe,, .4:-.- 89200PE -17vzr JOt NAME : 20828 GLOBAL LOT 1 WALNUT TERRACE - J4 ' { Scale: 0.5335 WARNINGS: GENERAL NOTES, unless otherwise noted: V h. 1.Builder and erection contractor should be advised of 54 General Notes 1.This design is based only upon the parameters shown end is for an individual -yL 4/O R EGON i(/ Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of compop is the responsibility of the building designer. 2.0 � e 3.Additional temporary bracing to insure stability during construction 2_Design assumes the top and bottom chords to be laterally braced at �O 1/ �' I Is the responsibiity of the erector.Additional permanent bredng of 2'o.c.and at HT o c.respectively unless braced throughout their length by DATE 4/17/2018 the overen semrraaa is the res continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). responsibility a the building designer. 3.2x Impact bridging or lateral bracing required where shown 5 o `R R I L 5 EQ K 4 5 0 8 2 3 5 4.No load should be applied to any component until after all bracing and 4.installation of truss is the responsibility or the respective contractor. fasteners are complete end at no lime should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRAITS I D: LINK design lotoads be applied to any component. and are for"dry condition"of use. 5.Come s has no cronlroI over and assumes no responsibility for the 8.Design assumes full bearing at VI supports shown Shim or wedge TEXPIRES: 12-3 1-2019 esisaeryfabrication,handing,shipment and installation of components. 7.necessary assumes adequate drainage is provided. April 17,201 8 8.This design is furnished subject to the limitations set forth by 8.Plates shhallllbe boated on both faces of truss,and placed so their center TPVWICA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate siva of plate in inches. MiTek USA,IncJCompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR'1311,ESR.1988(MITek) • • This design prepared from computer input by Pacific Lumber and Tress-BC LUMBE�t SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4S]R/GDF/Cq=1.00 TC: 11.204 DF 416,13TR LOAD DURATION INCREASE = 1._5 1-2=( 0) 72 2-9=(0) 0 BC: 1204 DF 41&BTR SPACED 29,0" O,C. 2-3=(-131) 121 TC LA ERAL SUPPORT <= 12"OC. 0014. LOAD=NG - BC LA F.RAL SUPPORT <- 12"OC. WI, LL( 25.0)+DL( 7,0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX HORS. BRC REQUIR00 BOO ARCA DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS ZEACTHIONS SI X.F. SQ.T1\. (5000105) OVF..RH NGS: 12.0" 0.0" TOTAL LOAD - 42.0 PSF 0'- 0.0" -20/ 4223/ -67/ 188H 5.50" 0.68 DF ( 625) 5'- 10.8" -070/ 198V 0/ OH 1.50" 0.92 DF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 84V 0/ OH 5.50" 0.13 DF ( 625) ' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. [PROVIDE FULL BEARING;Jts:2,3,9 I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for mei(-5 ARC) upli"L aL 24 "cc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" 0 -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.075" 5-11-09 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" [ f T MAX TC PANEL LL DEFL - 0.172" re 3'- 2.0" Allowed - 0.478" MAX BC PANEL TL DEFL - -0.184" (s 4'- 1.4" Allowed - 0.472" q MAX HORIZ. LL DF°L - -0.001" @ 5'- 10.8" `0 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.8" 12 [ :0.00 7 Design conforms to main windferce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.9ft, 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. 0 I d' CD � 01 c .111. 111111111111111111 o 1 M-3x4 l • y y <R O PRQF �� 1-0o 8-00 • • • • �c��G' �cNG�NEF9 /0� •• `� 920P 9r JOB NAME : 20828 GLOBAL LOT 1 WALNUT TERRACE - J5 . . , �� j Scale: 0.4753 WARNINGS: GENERAL NOTES, unless otherwise noted: • 1.Builder and erection contractor should be advised of ell General Notes 1.This design is based only upon the parameters shown and is for an individual -y OREGON tv Tru s: J5 and Warnings before construction commences. building component Applicability of design parameters and proper �A 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. L IBJ (4°N 4A 4•` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap and bosom clwrds[o be laterally braced at �/\ ao y is the responslbiMty of the erector.Additional permanent bracing of 7 o.c.and at 10'oc.respectively unless braced throughout their length by �,j 14, ^ DATE: 4/17/2018 Int overall nsibibre is the res bili) f Ina boldin t designer. 2 lrtrp our sheathing such as plywood sheathing(TC)andlor tlrywall(BE). 0.- continuous ponsi y o g gner. 3.2x Impact bridging or lateral bracing required where shown++ ����''�� S EQ K 4 5 0 8 2 3 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design d b.. d to an Design gnaassudrncondition" full be ri g use. EXPIRES: 12-31-2019 TRAMS I D: LINK g^oa a applied any 5.CompuTms hoe no control over and assumes no responsibility for Bre 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handing,shipment and inslaMalion of components. saery. T.Design assumes adequate drainage is provided. April 17,2018 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIhNCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. I 9.MiTek USA,Inc./Com uTrus Software 7.6.8(114-E 0 F bts indicate size r of plate ininches.values P10.For basic Connecta!data design values see ESR-1311,ESR-1988(MiTek) I I This design prepared from computer input by Pacific Lumber and Truss-BC LUMBE BPECIFICATIONS 8' TRUSS SPAN - 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=( 0) 72 2-9=10) 0 TC: 2x4 DF 41&BTR LOAD DURATION INCREASE = 1.15 ' BC: 1.2x4 DF kl&BTR SPACED 24.0" O.C. 2-3=(-161) 140 TC LA ERAL SUPPORT <= 12"0C. UON. LOADING BC LA'FRAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX HORN BRG REQUIRED BRC, AREA DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SINE ,SQ.I5. (SPECIES) OVFRH NGS: 12.0" 0.0" TOTAL LOAD - 42.0 POE 0'- 0,0" - 4/ 456V -81/ 223H 5.50" 0.73 DF ( 625) 7'- 1,3" -159/ 222V 0/ OH 1.50" 0.36 DF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 150V 0/ OH 5.50" 0.24 DF ( 025) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCA.S_ON(S) SPECIFIED BY IBC 2015. (PROVIDE FULL BEARING;Jts:2,3,4 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net,(-5 est) uplift at, 24 "co spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7-02 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" '( l' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" • 3 MAX LL DEFL = 0.000" r4 0'- 0.0" Allowed = 0.015" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.025" MAX TC PANEL LL DEFL - 0.336" ra 4'- 3.4" Allowed - 0.532" 0 MAX TC PANEL TL DEFL - -0.316" @ 4'- 0.7" Allowed - 0.874" MAX HORLZ. LL DEAL - -0.002" @ 7'- 1.3" MAX HORIZ. TL DEFL = -0.002" @ 7'- 1.3" 12 10.00 h Design conforms to main windforce-resisting. Ali system and components and cladding criteria. Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, II (All Heights), Enclosed, Cat.2, Exp.6, MNFRS(Diz), load duration factor=1.6, Truss designed for wind loads oin the plane of the truss only. 0 co I O M-3x4 L k y 1-00 8-00 ��a°D PROF�sc$' fir,'\ OA -...c..."5:. ...GINP�c9V X029 89200PE• V JOP NAME : 20828 GLOBAL LOT 1 WALNUT TERRACE - J6 . Scale: 0.4500 I _ yyy... WARNINGS: GENERAL NOTES, unless olbenvise noted: fl T rll S: J 6 fir 1. uilder and erection contractor should be advised of all General Notes 1.This design Is based only upon the paramelers shown and a for en individual yG "�OREGON �� and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing must be instailed where shown v. incorporation of component is the responsibility of the building designer. �j 3.Addilional temporary bradng to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at �/� 7 r 4 A4 is the responsibility of the erector.Additional permanent bracing of 7 op.and at 10'o c.respectively unless braced throughout their length by L j s 4 DATE: 4/17/2018 the a resp slnclure is the responsibility f the building deli conllnuoua sheathing such as plywood sheathing(TC)and/or tlrywall(BC) . ponsi y o g gner. 3.2x Impact bridging or lateral bracing required where shown r e '��'t S EQ, : K 4 5 0 8 2 3 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. !� {+ fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design do be d to any and are for"dry condition"of use. TRANS I D: LINK g^ applied y component 5.CompuTms hof no control over end assumes no responsibility for the RDesign assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12-31-2019 fabrication,h s pment and installation of components. necessary. aMirg, nit 7.Pates shalt beeadequateenboth Page Istmaea,provided. April 1 7,201 8 H.This design is furnished subject to the limitations set forth by e.Plates shall located on both faces of(rues,and placed so their center • TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Irtc./CornpeTros Software 7.6.8(1L)-E 10.For basic connector date design values see ESR-1311,ESR-1988(MITek) ) i This design prepared from computer input by Pacific Lumber and Truss-BC • t LUMBE SPECIFICATION: TRUSS SPAN 8'- 0.0" IEC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: -2x4 DF 41&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 • BC: 12x4 DF d1&BTR SPACED 24.0" O.C. 2-3=(-195) 156 3-4=( -26) 0 TC LA ERAL SUPPORT <= 12"OC, IJON. LOADING _ BC LA ERAL SUPPORT <- 12"OC. UON. LL( 25,0)+DL( 7,0) 2741,1:1 N TOP CHORD - 32.0 POP DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA OVFRH*NGS: 12.0" 4.4" TOTAL LOAD - 42.1 POE LOCATIONS REACTIONS 2FACTION; SIZE SQ.IN. ISPFCIFS) 0'- 0.0" -44/ 480V -93/ 263H 5.50" 0.77 DF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 184V 0/ OH 5.50" 0.29 DF ( 625) - 0.0" -180/ 253V 0/ OH 1.50" 0,32 DF ( 625) BOTTOM CHORD CHECKED FOR A 25 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHOSD DEAD LOAD IS A MINIMUM OF 10 PSF. 1PROVIDE FULL BEARING;Jts:2,5,3 "OND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. J 4 -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP GIRL - -0.003" @ -1'- 0.0" Allowed - 0.133" MAX LL DEFL - -0.000" 9 8'- 4.4" Allowed - 0.036" MAX TL CREEP DEFL - -0.000" 9 8'- 4.4" Allowed - 0.049" i'0 MAX TC PANEL LL DEFT., - 0.553" 9 4'- 9,1" Allowed - 0.655" MAX TC PANEL TL COIL = -0.435" @ 4'- 6.3" Allowed = 0.982" MAX HORIZ. LL DEAL = -0.003" @ 7'- 11.2" 2 MAX HORIZ, TL DE.L = -0.003" 9 7'- 11.2" 10.00 7 Design conforms to main indforce-resisting system and componentsand cladding criteria. Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=E.X, ASCE 7-10, (All Heights), Enclosed, Cat.2, Cxp.E, MNJCRS(Dir), p load duration factor=1.E, I Tress designed for wind loads oin the plane of the truss only. r m 0 M-3x9 • y y y ��Ep PROpFss 1-00 8-00 0-04-06J' �cN'`' �cNGINEF9 /0'L' :92 OP 9r J00 NAME : 20828 GLOBAL LOT 1 WALNUT TERRACE - J74P . Scale: 0.4263 WARNINGS: GENERAL NOTES, unless otherwise noted: ii1.Builder and erection contractor should be advised of all General Notes 1.This des/ based only the paramelers shown and is for an Individual Trus: J7 and Waminga before construction commences. building cgompponent.Applicability of design parameters and proper OREGON t� 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. G %�j 2 -k-- N.., - 2.Design assumes the top and bottom chords to be laterally braced at �/l '1 r �3 �� 3.Additional temporary bracing to insure stability during construction `j is the responsthi{ty of the erector.Additional permanent bracing of • 2'oz.and at 10'o.c.respectively unless braced throughout their length by DATE1: 4/17/2018 the overall ctruckrre is the has bilis of the building deg continuous sheathing such as plywood alined where (TG)and/or drywall(BC). pons/ y g igner. 3.2x Impact bridging or lateral bracing required where shown++ M `R1110- S EQ, : K4 5 0 8 2 3 8 4.No load should be applied to any component until It all bracing and 4.Installation of Muss is the responsibility of the respective contractor. fasteners are complete and at no lime should any loads greaser 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 o"dry condition"of use. 5.CpmpuTms hes no central over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown Shim or wedge 3 EXPIRES: 12-31-2019 fabricalion,handling,g,shipment and installation of components. neaseary. I 7.Design assumes adequate drainage is provided April 17,2018 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 TPIANTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate she of plate in inches. • MiTek USA.Irtc-IConnpUTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(rink) •• 1 I This design prepared from computer input by Pacific Lumber and Truss-BC t LOMBEi SPECIFICATIONS TRUSS SPAN 9'- 6.8" IBC: 2015 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 TC: 12a4 DF 41&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 72 2-5=(C) 0 BC: 12u4 DF k11BTR SPACED 24.0" O.C. 2-3=(-278) 256 3-4=(-163) 101 TC LAtERAL SUPPORT <= 12"00. 901,. LOADING BC LA ERAL SUPPORT <- 12"OC. UOK. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORS DRC RFQUIRFD BRC AREA OVFRHiNCS: 12.0" 0.0" TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS 7FACTIONS SIZE SQ.IK. (SPECIES) 0'- 0.0" -25/ 4410 -108/ 293H 5.50" 0.71 DF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 178V 0/ OH 5.50" 0.28 DF ( 625) 7'- 11.2" -359/ 574V 0/ OH 1.50" 0.73 DF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 9.8" -170/ 94V 0/ OH 1.50" 0.15 DF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSE. iPROVIDD CULL BEARING;Jts:2,5,3,4 LCOND. 2: Deign checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DF.FLF.CTION LIMITS: LL-L/240, TL-L/180 0 MAX LL DEFL - -0.002" ' -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" ra -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.322" ' 2'- 10.6" Allowed = 0.655" MAX BC PANEL TL DEFL = -0.260" @ 4'- 1.4" Allowed = 0.472" MAX BORIZ. LL DEFL = -0.005" 9 7'- 11.2" 0 MAX HORIZ. TL DEFL = -0.004" 9 7'- 11.2" 12 10.00 7 Design conforms to main windfcrce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.4f t, TCDL=4.2,BCDL=fi.O, ASCE 7-10, (A11 Heights), Encicsed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, h Truss designed for wind loads oin the plane of the truss only. d' 0 ro rn .-1 /- 0 i o M-3x4 y > ), >- (<� , O PR Oren 1-00 8-00 1-06-12 ��5 �NGINF�c9 /0 . 89200PE 9r J03 NAME : 20828 GLOBAL LOT 1 WALNUT TERRACE - J8 ., /ire Scale: 0.3965 WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder end en on contractor should be advised or all General Notes 1.This designbased onlythe peramelers shown and Is for an Individual T r u I'S: J8 end Warnings before construction commences. building component.Applicability of design parameters and proper �L OREGON alt,, 2.2x4°empressun web brecin9 must be installed where shown+. incorporation of component Is We responsibility of the building designer. / tf 2$ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at O 7 1 4 is the responslDllfty of the erector.Additional permanent bracing of T o.c.and at IN o e.respectively unless braced Throughout their length by s V continuous ahgingor such l b plywood re uir et when shown drywall(BCJ. ��RI�� DAT Ej: 4/17/2018 the the overallslukrre is tie responsibilitycloy. ddilioflhe building designer. 3,2x Impact bridging orlateh bracing required where shown.« 4 S E Q F : K4 5 0 8 2 3 9 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsiblllty of the respective contractor. fasteners are complete and at no time should any loads greater then 5.Design assumes Cusses are to be used Ina non-corrosive environment, TRA T S I D: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over end assumes no responsibility/or he 6.Deag assumes full bearing al a°supports hnw^.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handing,shipment end installation of components. s .DDesigneaassumes adequate drainage IsSeded. April 17,2018 6.This design is furnished subject to The limitations set forth by 8.Plates shag be located on both SI faces of Wes,and placed so(heir center TPIPMCA in SCSI,copies el which will be furnished upon request lines coincide with joint center lines. i 9.Agile indicate sae tollgate in inches. I MiTek USA,blc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC a. LUMBER SPECIFICATIONS TRUSS SPAN 10'- 8.8" IOC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TO: 2x4 DF k1&BTR LOAD DJRATION INCREASE = 1.15 1-2=( 0) 72 2-5=(C) 0 BC: 1 2x4 DF H1&BTR SPACED 24.0" 0.0. 2-3=(-325) 299 + 3-4=(-125) 51 TC LATERAL SUPPORT <= 12"00. 000. LOADING BC LATERAL SUPPORT <- 12"0C. TION. LL( 2.5.0)+DL( 7.0) ON TOP CHORD - 32.0 NSF I DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HOR7. BRC REQUIRED BRC AREA OVNRHp1NCS: 12.0" 0.0" TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS 2EACFIONS SIZE SQ.IN. (SPECIES) D'- 0,0" -30/ 494V -121/ 329H 5.50" 0.71 DF ( 625) LL = 25 POP Ground Snow (Pg) 7'- 9.2" 0/ 179V 0/ OH 5.50" 0.29 DF ( 625) 7'- 11.2" -330/ 504V 0/ OH 1.50" 0.64 DF ( 625) BOTTOM CHORD CEEC<ED FOR A 20 PSF LIMITED STORAGE 10'- 8.8" -24/ 5V 0/ OH 1.50" 0.01 DF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. (PROVIDE FULL BEARING;Jts:2,5,s,4 -r, ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 0 VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL - -0.002" 9 -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" a -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.456" 9 4'- 2.1" Allowed = 0.655" MAX TC PANEL TL DEFL = 0.404" 9 4'- 2.1" Allowed = 0.982" MAX HORIZ. LL DEFL = -0.005" 9 7'- 11.2" 3 MAX HORIZ. TL DEFL = -0.005" C9 7'- 11.2" 12 0 Design conforms to main windforce-resisting 10.00 7 system and components and cladding criteria. Wind: 140 mph, h=24.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Tress designed for wind loads N so in the plane of the truss only. I 0 03 rn ti o Rr -/ .. O M-3x4 y 1-00 y 8-00 y 2-08-12 y %�E G N Ope`ScS% • �c?;5 04 EFq o2 `r :92 0P 9r JOB NAME : 20828 GLOBAL LOT 1 WALNUT TERRACE - J9 ' . . , _ Scale: 0.3677 WARNINGS: GENERAL NOTES, unless otherwise noted: O Cr 1.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown and a for an individual �� % OREGON b, lti T ru,p's: J9 and Warnings before construction commences. building component.Applicability of design parameters and proper OREGON [�(( 2.2x4 compression web bracing must be installed where shown". incorporation of component is the responsibility of the building designer. 2.0 � .. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al responsibility o permanent bracing of 2'we and at 10'a r.respectively unless braced throughout their length by d is them of erector.Additional O •1 DATE: 4/17/2018 the overall structure is the responsibility f the building deli continuous sheathing such es plywood shealldng(TC)andlor drywall(130) ponsi y o g goer. 3.28 Impact bridging or lateral bracing required wham shown SFR R{LL SEQ. : K4508240 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D" LINK design loads be applied to any component. and are fo"dry condition"of use. 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.SMm or wedge if EXPIRES: 12-31=2019 fabrication,heeding,shipment and installation of components. ss 7.Design umesadequate drainage isprovided. A„CII 17,2018 6.This design is punished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center N TPIM/TCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate she of plate in inches. MITek USA,Inc.ICompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by �11 Pacific Lumber and Truss-BC LUMBEq SPECIFICATIONS TRUSS SPAN - 3.8" IBC 2015 MAX MEMBER FORCES 4✓]R/GDF/Cq=1.00 TO: :2x4 DF k1.42.TR LOAD DJRATION INCREASE = 1.15 1-2=( 0) 84 2-4=(0) 0 BC: ,2x4 DF 41iBTR SPACED 24.0" O.C. 2-3=(-69) 25 TC LA .SUPPORT <= 12"0C. SON. LOADING BC LA R.RAL SUPPORT <- 12"00. SON. LL( 2.5.0)h-DL( 7.0) ON TOP CHORD - 32.0 PSE BEARING MAX VERT MAX HOP?. BRC REQUIRED BRC AREA DL ON BOTTOM CHORD - 10.0 PSE LOCATIONS REACTIONS -2EACT IONS SIZE. SO.IN. (SPECIES) OVERHiNC S: 20.0" 0.0" TOTAL LOAD - 42.0 PIE 0'- 0.0" -13.5/ 479V -13/ 846 5.50" 0.77 DE ( 625) 1'- 3 -86/ 46V 0/ OH 5.50" 0.07 DF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- .8" -36/ 79V 0/ OH 1.50" 0.12 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:2,4,3 12 BOTTOM CHORD CEECKED FOR lOPSF L2VE LOAD. TOP 1COND. 2: Design checked for net(-5 psi) upLi2L at. 24 "cc spacing, 6.00 L" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.019" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.022" @ -1'- 8.0" Allowed = 0.222" MAX TC PANEL LL DEFL = 0.004" @ 1'- 5.5" Allowed = 0.205" MAX TC PANEL TL DEFL = 0.004" @ 1'- 4.4" Allowed = 0.307" -f MAX HORIZ. LL DEFL - -0.000" @ 3'- 3.1" MAX HORIZ. TL DEFL - -0.000" @ 3'- 3.1" 0 Design conforms to main windferce-resisting sys Lem and componen Ls and cladding criteria. Wind: 140 mph, 0-21.3fa, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All HeighLs), Enclosed, CaL.2, Exp.B, M41FRS(D1r), load duration factcr=1.6, I Tress designed for wind loads 0 o in the plane of the truss only. N rn ta I2' 4' M-3x4 t y 1- 1 I 1-08 2-00 1-03-13 44\tQ:E,0 PR Opk-ss ���� oGINEF9 /0 `� '92 OP 9t." JOB NAME : 20828 GLOBAL LOT 1 WALNUT TERRACE - SJ1 Scale: 0.8155 WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual , " ,OREGON ate. ��� Trus: SJ1 antl Warnings before construction commences. building component Applicability of design parameters and proper Ix 2.204 compression web bracing must be Installed where shown.. incorporation of component Is the responsibility of the building designer. 2°�Q� 3.Additional temporary bracing to Insure stability during consimction 2.Design assumes the top and bottom chords to be laterally braced at �O �' Is the nal to sal a of the erector,Additional permanent bracing of 2'on and at 10'o.c.respectively unless braced throughout their length by s continuous shealhedging or Such as plywood sir et where shown and/or tlrywall(BC). ��R _. DATE: 9/17/2 016 the overall sbllGee is the responsi bilily of the building designer. 7.2s Impact badging or talent bracing required where)and/ -I' `V SEQ. : K4 5 0 8 2 4 1 4.Na load should be applied to any component until altar all bracing end 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS I D: LINK design loads by applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown_Shim or wedge If EXPIRES.. 12-31-2019 fabrication.haedNng,shipment and inslaflalion of components. nesignass q 2 q 7.Design h limescaed en drainage Is truss, April 17,GO 1 6.This design is furnished subject to the limitations set forth by e.Plates shall be located on both faces of Irusa,and pieced so their center TPIANTCA in BCS!,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size e(plate in inches. MiTek VSA,Inc.ICompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBIR SPECIFICATIONS TRUSSSPAN 6'- 7.8" IBC 2015 MAX MEMBER FORCES 4BR/GDF/Cq=1.00 y TC: . 2x4 DF 41&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 84 2-4=(0) 0 BC: j 2x4 DF 41&BTR SPACED 24.0" O.C. 2-S=(-117) 53 TC LITERAL SUPPORT <= 12"0C. UON. LOADING BC LA(TFRAL SUPPORT <- 12"OC. UOh. LL( 2.5.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF REARING MAX VERT MAX 3100Z BRC REQUIRED BRG AREA DL ON BOTTOM CHORD - 10.0 PSF LOCATION; REACTIONS 7FACTIONS SIZE SQ.IN. (SPECIES) OVRRF(ANGS: 20.0" 0.0" TOTAL LOAD - 42.0 PSF 0'- 0.0" -100/ 461V -25/ I36H 5.50" 0.74 DF ( 625) 1'- 9.2" -65/ 194V 0/ OH 5.50" 0.31 DF ( 625) LL - 25 PSF Ground Snow (Pg) 6'- 7.8" -76/ 1607 0/ OH 1.50" 0.26 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:2,4,3 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP !COND. 2: Design checked for neL(-5 PAC) upli_L at 24 "cc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.019" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.022" @ -1'- 8.0" Allowed = 0.222" MAX BC PANEL LL DEFL = 0.004" ;d 1'- 0.1" Allowed = 0.059" MAX BC PANEL TL DEFL = -0.006" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DE,L - -0.001" @ 6'- 7.1" 12 3 y MAX HORIZ. TL DF,L - -0.001" @ 6'- 7.1" 6.00 I:77 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-22.1fL, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All HeighLn), Enclosed, CaL.2, Exp,B, MWFRS(Dir), load duration factor=l.6, Trass designed for wind loads in the plane of the truss only. ti I m 0 e' m /- Ii b y ,6,0 PRQit' sPo /- 2101mI 4.1,==.M-3x4 / b 1-08 2-00 4-07-13 xNs� NG9 /0 • • �� 2``r :9200PE • JOB NAME : 20828 GLOBAL LOT 1 WALNUT TERRACE - SJ2 . Scale: 0.5744 WARNINGS: GENERAL NOTES, unless otherwise noted: O /yr Trus: SJ2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 7L "�7 OREGON �/ and Warnings before construction commences. building component Applicability of design parameters and proper A- 2.204 compression web bracing must be installed where shown�. incorporation of component is the responsibility Of the building designer. w 1`Vc 3.Additional temporary bradng to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braces al �^ ry ' 4 2" Q`�" is the responsibility dale erector.Additional permanent bracing of T o c.and at t0'o.c.respectively unless braced throughout their length by V s DATE. 4/17/2018 Ina overall augurs is Ina res continuous sneaming such es plywood sheathing(Tc)and/or drywell(HE). responsibility of the building designer. 3.2x Impact bridging is lateral bracing required where shown 9 a ��Cj t 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility ofrespective contractor. ('1 {.+�/ E Q K 4 5 0 8 2 4 2 fasteners are complete and at no time should any loads greater than S.Design assumes trusses are to b buIsed the n .uorrosive environment TRANS ID: LINK design loads be applied to any component. and are fo dry condition"of use. b.CompuTms has no control over assumes no responsibility for the 6.Design assumes fun bearing at all supports shown.Shin or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation ion o(components. 7.Design assumes adequate drainage is provided. April 17,2 1 th 8.This design N furnished subject to e limitations set forth by 8.Plates shall be located on both faces of Musa,and placed so their center TPIMTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint censer lines. 9.Digits indicate size of plate in inches. MiTek USA,IeIc.ICompuTrus Software 7.6.8(1L)-E 10.For basic connector dale design values see ESR.1311,ESR-1968(Wick) • This design prepared from computer input by Pacific Lumber and Truss-BC • LUMBEIR SPECIFICATIONS TRUSS SPAN 9'- 11.8" IBC 2015 MAX MEMBER FORCES 4FtR/GDF/Cg 1.00 TC: 204 DF 2400F LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-9=10) 0 BC: 2x4 DF N1&BTR SPACED 29.0" O.C. 2-3=(-179) 81 TC Ly_�*LfL1'ERAL SUPPORT <= 12"00, DON. LOADING BC LERAL SUPPORT <- 12"0C, DON, LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX HORZ BRC REQUIRED BRC AREA DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS RF,A CTIONS 2FACTIONS SIZE SQ.IN. (SPECIES) OVER NCS: 20.0" 0.0" TOTAL LOAD - 42.0 PSF 0'- 0.0" -37/ 316V -39/ 191H 5.50" 0.51 DF ( 625) ! 1'- 9.2" -197/ 474V 0/ OH 5.50" 0.76 DF ( 625) j LL = 25 PSF Ground Snow (Pg) 9'- 11.8" -119/ 242V 0/ OH 1.50" 0.36 DF ( 670) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1 REQUIREMENTS OE IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jto:2,4,3 I 1 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICONS. 2: Design checked for neL(-5 psf) upli_L of 24 "cc spacing. AND BOTTOM CF ORD LIVE LOADS ACE NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.019" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.022" 2 -1'- 8.0" Allowed = 0.222" I MAX BC PANEL LL DEFL = 0.011" @ 1'- 0.1" Allowed = 0.054" • MAX BC PANEL TL DEFL = -0.015" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEeL - -0.001" @ 9'- 11.1" MAX HORIZ. TL DF.BL - -0.001" @ 9'- 11.1" y I Design conforms to main windforce-resisting 12 0 system and components and cladding criteria. Wind: 140 mph, h-22.901, TCDL-4,2,BCDL-6.0, ASCE 7-10, 6.00 (All Heights), Enclosed, CaL.2, Fxp,B, MWFRS(Dir), load duration factor=l.6, Tr-uss designed for wind loads in the plane of the truss only. I 0 I I � 1 en m I s- 21 41.'1'141y 0 M-3x4 1 y y y ��Ep PROFFS • 1-08 2-00 7-11-13 �� �NGtN4.4 s/02 JOS NAME : 20828 GLOBAL LOT 1 WALNUT TERRACE - SJ3 92,� 9r Scale: 0.4504 ' WARNINGS, GENERAL NOTES, unless otherwise noted: © t1� Trus: S J 3 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual "97 OREGON k/w and Warnings before construction commences. building component Applicability of design parameters and proper 2.2z4 compression web bracing must be installed where shown�. incorporation of component is the responsibility of the building designer. A 1 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at A ` �. � is the ref the erector.Additional g p 7 o.c.anti at 10'oc.respecWely uMes9 braced throughout their I¢ngln by n ,1 G'(t 1 DATE: 4/17/2018 aponaibiety o permanent g t brecin r /y �`►� 4 the overall atmelureis the responsibility of building deli continuous ehealhlng such as plywood Sheething(TG)and/or drywai(135) V const y o g gner. 3.2x Impact bridging or lateral bracing required where shown.. �j[� { ` SEQ K4 5 0 8 2 4 3 4.No mad should be applied to any component until ager all bracing and 4.Installation of is me responsibility of me respective contractor. /j n { v fasteners are mnplete and al no time should any loads greater than 5.Design assumes busses are to be used In a noncorrosive environment, TRA S I D: LINK design loads be applied to any component. and are for"dry cend'Aion"of use, 5.CompuTmshanucontroloverandass,m,esnoreeponaibilityfortha Design assumes WnDeahngatall supportsshown 5mmorwedge if EXPIRES: 12-31-2019 necessary. fabrication,handing,anipmem and inamuauon ofcomponents.nts. 7.Design acmes adequate drainage Is provided. April 17,201$ 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of(mss,and placed so their center TPIMNCA in BCS(,copies of which will be furnished upon request. lines coincide with joint censer lines. MiTek USA,Inc./Com uTms Sofhvare 7.6.8 1L-E 9.Digits indicate size of plate in inches. P ( J 10.For basic connector plate design values see ESR-1311,ESR/1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: '2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -4) 105 4-5=1-131) 69 4-2=1-420) 212 BC: :204 DF #1&BTR SPACED 24.0" O.C. 2-3=(-172) 136 2-5=1 -26) 165 WEBS::204 DF STAND I LOADING 3 TC LAtERAL SUPPORT 0- 12"00. 'JUL. LL( 25.0)+0L( 7.0) ON TOP CHORD - 32.0 POE BEARING MAX VERT MAX HORZ BRC REQUIRED BRC ARCS BC LA FOAL SUPPORT 0- 12"0C. DON. DL ON BOTTOM CHORD- 10.0 PSF LOCATIONS RFACTIDNS 3FACTIONS SIZE; ,SQ.IN, (SPEOIES) TOTAL LOAD - 42.0 PSF 0'- 0.0" -78/ 438V -40/ 766 5.50" 0.70 OF ( 625) OVER 4NGS: 12.0" 0.0" 0'- 7.3" -239/ 59V 0/ OH 1.50" 0.10 DF ( 625) 0-08-01 LL = 25 POE Ground Snow (Pg) 2'- 0.0" -38/ 43V 0/ OH 5.50" 0.07 OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:4,3,5 10.00 1 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for oeL(-5 psf) upli_L aL 24 "cc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMIT;: LL=L/290, TL=L/180 MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.009" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.006" MAX BC PANEL LL DEFL - 0.000" r 0'- 8.2" Allowed - 0.051" MAX BC PANEL TL DEFL - -0.001" @ 0'- 11.2" Allowed - 0.069" MAX HORIZ. LL DF'L - -0.001" @ 0'- 7.3" MAX HORIZ. TL DEFL - -0.001" @ 0'- 7.3" M-3x4 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 410 (All Heights), Enclosed, Cat.2, Exp.B, MHFRS(Dir), load duration factor=1.6, N End vertical(s) are exposed Co wind, HTress designed for wind load=_ I Co in the plane of the truss only. , 0 I , irlikl • M-1,5x3 M-1.5x3 ••• y y y a' , PRp Ess 1-00 2-00 \C3 \AGINEF9 /0 2 :9200PE JOb NAME : 20828 GLOBAL LOT 1 WALNUT TERRACE - SJ4 ' .. Scale: 0.8675 WARNINGS: GENERAL NOTES, unless otherwise noted: O [}. T r u s: SJ4 1.Builder end erection contractor should be advised of ell General Notes 1.This design is based only upon the parameters shown and is for an individual = _ "y OREGON tV(/ and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2z4 compression web bracing must be installed where shown.. incorporation of component is Me responsibility of the building designer. ��� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at '/) '7 y 1 4 f 2 2'Oo.and at 10'oc.respectively unless braced throughout their length by �,f w is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or tlrywall 01). VV1 DATE: 4/17/2018 the overall sln¢lure is the responsibility of the building designer. 3.28 Impact bridging or lateral bracing required where shown•• �1 SEQ K4 5 0 8 2 4 4 4.No load should be applied to any component until ager all bracing and 4.Installation of them is Me responsibility of the respective contractor. fasteners are complete and at no lime should any loads greater then 5.Design assumes trusses are to be used In a non-corrosive environment. deli tl d en M. and are for"dry condition"of use. TRANS I D: LINK gn oa s be appie to ycompone 5.Compu7rus hes no cronlrol over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shin or wedge If EXPIRES: 12-31-2019 necessary. fabrication,handing.shipment and Instaflalion of components. .I 7 q 7.Design assumes adeqon drainage Is rusd.en April 1/,20 1 H.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,era placed so Meir center TPIAMTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MITek USA,ksc.ICompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR'196B(Mi Tek) ) 1 This design prepared from computer input by 1 Pacific Lumber and Truss-BC i LUMB7tR SPECIFICATION; TRUSS SPAN 2'- 0.0= IBC 2015 MAX MEMBER FORCES 4478/GDF/Cq=1.00 .l TC, 2x4 DF 41&BTR LOAD DURATION INCREASE = 1.15 1-2=( -4) 105 4-5=(-157) 25 4-2=(-201) 50 BC: 2x4 DF Hl&BTR SPACED 29.0" O.C. S WEBS) 2x4 DF STAND 2-3=(-80) 21 2-5=(-107) 197 • LOAD-NG TC L4TERAL SUPPORT C- 12"0C. LION. LL( 2.5.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX HORD BRC REQUIRED BRC AREA BC LITERAL SUPPORT C- 12"0C. DON. DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS ZEAL PIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD - 42.0 POE 0'- 0.0" -7/ 30OV -46/ 9.5H 5.50" 0.48 DF ( 625) OVER(IANGS: 12.0" 0.0" 1'- 4.9" -44/ 41V 0/ OH 1.50" 0.07 DF ( 625) i LL = 25 PSF Ground Snow (Pg) 2'- 0,0" -49/ 48V 0/ OH 5.50" 0.08 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1-05-10 REQUIREMENTS OF IBC 2015 P,ND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:4,3,5 1 T T BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP !COND. 2: Design checked for neL(-5 psf) uplift aL 24 "cc spacing. 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 10.00 MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0,000" @ 0'- 0.0" Allowed = 0.004" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.005" MAX TC PANEL LL DEFL - 0.002" 5 0'- 8.4" Allowed - 0.081" MAX TO PANEL TL DEFL - 0.002" A 0'- 8.4" Allowed - 0.122" MAX PORIZ. LL DF"L - -0.001" @ 1'- 4.9" MAX HORIZ. TL DEFL = -0.001" @ 1'- 4.9" Design conforms to main windforce-resisting � system and components and cladding criteria. M-3x9 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.S, MWFRS(Dir), ,-I load duration factor=1.6, End vertical(s) are exposed to wind, xr- 11.116 toCa • Trdss designed for wind loads in the plane of the truss only. An 4� Isamu • M-1.5x3 1.5x3 1 • • L / 1- 1-00 2-00 QED P80FF �`c NGINEy `i 2 `� .89200PE 9r JOB NAME : 20828 GLOBAL LOT 1 WALNUT TERRACE - SJ5 � / Scale: 0.7012 /,� WARNINGS: GENERAL NOTES, unless otherwise noted: © ry. I 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual �� w OREGON '�`C Trus: SJ5 and War beforeconstruaioncommences. building 4' Warnings g omponenl Applicability of design parameters and proper w. 2.2z4 compression web bracing must be installed where shown n. incorporation of component is the responsibility of the building designer. A l7s I` 3.Additional temporary bracing to insure stability during construction2 Design assumes the top and bolt.,chords to be laterasy braced at 'O '1 k 14 1 2 ` �4 is the responsibility of the erector.Additional permanent bracing of 7°A and at 10'o.c.respectively unless braced throughout Meir length by L DATE: 4/17/2018 the overall structure Is Iha responsibility of the building designer. continuous sheathing such es plywood sheathing(TC)and/or&malw). 3.2r Impact bodging or latera'bracing required where shown R R l S E Q, K 4 5 0 8 2 4 S 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. (� fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRIS I D: LINK design loads be applied to any component. and are for"dry Condition"of use. 5.CompuTrus hes no control over end assumes no responsibili y for the 6.Denecessary ignassumes NII bearing at all supports shown.Shim or wedge If EXPI RES: 12-31-2019 shipment and Installation of components. s ry fabrication,handling, 7.Design assumes adequate drainage Is provided. April 17,2018 6.This design is famished subject M the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center TPI OTCA in BC51,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311.ESR.1988(MI Tek) f i Symbols Numbering System a GeneralSafety Notes PLATE LOCATION AND ORIENTATION 1 3/q. Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 I (Drawings not to scale) offsets are indicated. Damage or Personal Injury EMIDimensions are in ft-in-sixteenths. inkApply plates I to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. or x-bracin diagonal TOP CHORDS g,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 0'1116 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I • IL\IIIIIINI p bracing should be considered. -31111. 11111E O 1 3. Never exceed the design loading shown and never rp CJ U stack materials on inadequately braced trusses. Il a p 4. Provide copies of this truss design to the building c7-s C6-7 C5-6 For 4 x 2 orientation, locatedesigner,erection supervisor, owner and plates 0 r �' 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. - Connectorplates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSIITPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. I cable for PLATE SIZE PRODUCT CODE APPROVALS 9. Unless use with fire retardantapreservatinote ,this design ve teatedPorglgrreen lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907, ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that ift, Indicated by symbol shown and/or SYP represents values as published specified. by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. II Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. *MOO reaction section indicates joint MIIII III IN II number where bearings occur, 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. SIM In �_ 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: ANSI/TP11: National Design Specification for Metal project engineer before use. 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 MIis not sufficient. � 9 Bracing. Tek� r T BCSI: Building Component Safety Information, M20.Design assumes manufacture in accordance with 4. Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate I Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 I I