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Plans (151) mit } MiTekg' DEC 2 9 2015 M i l'a $A,ij i cr��F 250449-00\-- Corona,CA 9`2$80 951-245-9525 Re: 17461 PL2747L PLANTATION TERR 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: K1309086 thru K1309165 My license renewal date for the state of Oregon is December 31,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. oktyo 74.4G1 NE.?' /O2 89200PE 9f arr ,�OREGON\t„, �[v y 14, 24 P+ M-9Rt�L ellitApirr July 16,2015 Baxter,David The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by Pacific Lumber and Truss-BC r LUMBER SPECIFICATIONS 16-03-00 GIRDER SUPPORTING 20-11-00 FROM 0-00-00 TO 7-09-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF STAND 16-03-00 GIRDER SUPPORTING 10-11-00 FROM 9-04-08 TO 16-03-00 1- 2=(-8860) 1864 1- 8=(-1670) 8138 8- 2=( -288) 1520 6-12=(-5216) 1118 BC: 2x6 KDDF #l3BTR 16-03-00 GIRDER SUPPORTING 12-02-00 FROM 9-00-00 TO 16-03-00 2- 3=(-7296) 1612 8- 9=N1660) 8088 2- 9=(-1510) 342 12- 7=( -90) 46 WEBS: 2x4 KDDF STAND; LOAD DURATION INCREASE = 1.15 (Non-Rep) 3- 9=(-9542) 1032 9-10=(-1392) 7056 9- 3=( -990) 4438 2x6 KDDF #2 A 4- 5=( 0) 0 10-11=(-1130) 9209 3-10=(-3798) 862 < LOADING 4- 6=(-3952) 948 11-12=(-1130) 9204 10- 9-) -388) 1876 TC LATERAL SUPPORT <= 12"0C. UON. LL = 25 PSF Ground Snow (Pg) 6- 7=( -222) 224 10- 6=) -770) 3804 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)- 69.0 PLF 0'- 0.0" TO 16'- 3.0" V 11- 6=) -202) 1099 BC UNIF LL( 236.5)+DL( 180.8)- 417.2 PLF 0'- 0.0" TO 7'- 4.5" V BC UNIF LL( 0.0)+DL( 20.0)- 20.0 PLF 7'- 4.5" TO 16'- 3.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC UON. FOR BC UNIF LL( 111.5)+DL( 75.8)= 187.2 PLF 9'- 9.5" TO 16'- 3.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED BC UNIF LL( 127.1)+DL( 86.9)= 213.5 PLF 9'- 0.0" TO 16'- 3.0" V 0'- 0.0" -1147/ 5329V -2293/ 2293H 5.50" 8.52 KDDF ( 625) 16'- 3.0" -1145/ 5261V -2293/ 2293H 5.50" 8.92 KDDF ( 625) ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN @@ADDL: BC CONC LL+DL= 1398.0 LBS @ 8'- 0.0" @@ADDL: BC CONC LL+DL= 1854.0 LBS @ 8'- 9.5" CONS. 2: Design checked for net(-5 put) uplift at 29 "cc spaCing. nails staggered: 9" oc in 1 row(s) throughout 2x9 top chords, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL-L/290, TL-L/180 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFL = 0.067" @ 7'- 9.2" Allowed = 0.767" 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX TL CREEP DEFL - -0.191" @ 7'- 9.2" Allowed = 1.022" 9" oc in 1 row(s) throughout 2x4 webs, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9" oc in 2 row(s) throughout 2x6 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.021" @ 0'- 5.5" ** For hanger specs. - See approved plans _ MAX HORIZ. TL DEFL = -0.044" @ 0'- 5.5" (g(g HANGER BY OTHERS TO APPLY CONC. IcOND. 3: 2293.00 LBS SEISMIC LOAD] LOAD(S)EQUALLY TO ALL MEMBERS. Design conforms to main windforce-resisting system and components and cladding criteria. 10-11 5-09 T T T Wind: 140 mph, h=23.3ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-00-08 3-02-09 2-05-15 2-06-01 3-00-04 f f f ,r load duration factor=1.6, End vertical(s) are exposed to wind, 12 Truss designed for wind loads 6.00 M-5x6 in the plane of the truss only. 45 M-9x10 M-1.5x3 6 dey Cr 7. Ill M-3x8 Alli 3 M-3x4 z 60 O 0 _diAlii Lo M-5x10 rn r -r t I ik� ® c� _ 8ma o 1 I 1* 8 9 10 11 * 12 o M-1.5x3 M-8x110qqHH## M-4x10 M-1.5x3 M-4x6 y y y 4nt4# y y y 4-10-12 2-10-08 2-09-11 2-07-13 3-00-09 <°�ED P R Q..s, y 16-03 )' ��� ,(c.y. > 2 Q 89200PE v1' JOB NAME : 17461 WESTWOD PL-2747L - AGIRD �' Scale: 0.3099 I WA WARNINGS: GENERAL. NOTES, anupon the parameters noted: ' ' „if OREGON A. Truss: AGIRD aroi mr and s or contractor ooshould be advised of all General Notes Thisldesign is component. onlypl upon the p parameters and is for r individual and Warnings before construction commences. building conporront.Applicability of design paremeterm antl proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. .9 Y 2-° .a 4� 3.Additional tem 2.Design assumes the top and vely cholla to be laterally braced at O / 14, •` 0� temporary bracing to insure stability during construction 7 o.c.and at 10'o.c.respectively unless braced throughout thew length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingeach as I ng(TC)and/or tlrywall(BC), r DATE: 7/16/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown*+ ` I1 I`� SEQ. : 1<1309086 4.No bad should be applied to any component una after all bracing and 4.Installation of truss is the responsibility of the respective eonbactor. fasteners are complete and at no time shook!any bads greater than 5.Design assumes busses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition"of use. 5.ComWTrus has no control over and assumes no responaibitity for the 6.Design assumes full bearing at all supports shown.Shim or wedge if s�ry. EXPIRES: 12/31/2015 fabrication,handling,shipment instillation of wmponanto. 7. latDesign assumes adequate drainage is provided. July 1 6,201 5 6.This design is famished subjectto to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so Crow center TPIAATCA in SCSI,wpbs of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate'n inches. MITek USA,IDC./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MTek) This design prepared from computer input by Pacific Lumber and Truss-BC r LUMBER SPECIFICATIONS 20-11-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF STAND; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2- 9=) -789) 2558 3- 9=) -79) 241 2,4 KDDF #1&BTR T2 2- 3=(-2987) 938 9-10-(-1265) 3612 9- 9=) -68) 602 BC: 2x6 KDDF SS LOADING 3- 4=(-3003) 978 10-11=(-1265) 3612 9- 5=(-1063) 501 WEBS: 2x9 DF 2400F LL - 25 PSF Ground Snow (Pg) 4- 5=(-2685) 906 11- 8=( -815) 2567 10- 5=( 0) 281 ` TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6-(-2687) 915 5-11=(-1050) 991 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 19'- 11.0" V 6- 7-(-3006) 990 6-11=( -75) 604 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 19.0)= 64.0 PLF 19'- 11.0" TO 20'- 11.0" V 7- 8=(-2993) 962 11- 7-) -73) 179 BC UNIF LL( 0.0)+DL( 90.0)= 40.0 PLF 0'- 0.0" TO 20'- 11.0" V NOTE: 2x4 BRACING AT 24"OC DON. FOR TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 14'- 11.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -503/ 1813V -50/ 578 5.50" 2.90 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 11.0" -459/ 1692V 0/ OH 5.50" 2.71 KDDF ( 625) OVERHANGS: 12.0" 0.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL - -0.107" @ 10'- 5.5" Allowed - 1.000" MAX TL CREEP DEFL - -0.210" @ 10'- 5.5" Allowed - 1.333" MAX HORIZ. LL DEFL - 0.029" @ 20'- 5.5" MAX HORIZ. TL DEFL = 0.097" @ 20'- 5.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=22ft, TCDL=9.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 5-11-11 8-11-10 T ' 5-11-11 T T 3-01-12 2-09-15 4-05-13 4-05-13 2-09-15 3-01-12 T '' 43209 T 12 1320# T T 12 6.00 L- M-5x6 M-5x6 Q 6.00 y M-3x8 5 -40 T2 �- I 404'M-1.5x3 M-1.5x3 3 r5 © co O o 1 2 _ -t- 14 bre 11 0 O M-3x8 M-3x8 1D 0'25" M-3x8 M-3x8 ** B o M-7x8(S) y 5-06-12 y 4-10-12 y 4-10-12 y 5-06-12 y �pED PROFFS y1-00y 20-11 5� <C.NGINEFR `r�0 Zr2 89200PE 9f JOB NAME : 17461 WESTWOD PL-2747L - AH1 Scale: 0.2890 ,,40101411R100,11; WARNINGS: GENERAL NOTES, unlesso6remise noted 8110 coT7 A- CC Truss: AH 1 1.Builder and erection contractor should be advised of all General Notes 1.This design a based only upon coM the parameters shown and is for an individual L "�,O OREGON�O\ -A"-'A and Wamings before construction commences. building component.Applicability of design parameters and proper L+i � 2.2s4 compression web bracing must be installed where shown+, incorporation of mporwis Me responsibility of Chs building designer.3.Additional tem 2.Design assumes the top and bottom chords to be laterally braced at /O 't 4,1 �� porery bracing te irhsure atebilily during construction Y o.c.end at 10'o.c.respectively is the responsibility of the erector.AddSonal permanent bracing of continuoha sheathing as plywood antras braced throughoutC)ad/or drywelength C)Y DATE: 7/16/2015 Che°versa structure is Me responsibility of the building designer. a ing re airedsheatFR R 4 L�- 3.In Impact bridging or stere)bracing required where shown Bo SEQ. : K1309087 4.No bad should be applied to any component until after ell bracing and 4.Instillation of Cuss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and am for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design aeeurnes full bearing at all supporta shown.Shim or wedge C EXPIRES: 12/31/2015 fabrication,handing,shipment and installation of components. 7.Design Design necessary. assumes adequate drainage is provided. July 6,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so Chew center TPIIJFCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches MiTek USA,Inc/CompuTrus Software 7.8.7(1 L)-E 10.For basic connector plate desgn values see ESR-1311,EBR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 11.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF STAND; LOAD DURATION INCREASE = 1.15 1- 2=(-1430) 399 1- 7=(-321) 1201 2- 7=(-151) 159 2x4 KDDF #1&BTR T2 SPACED 24.0" O.C. 2- 3=(-1234) 328 7- 8=(-182) 1056 7- 3=( 0) 267 BC: 2x9 KDDF STUD 3- 9=(-1060) 328 8- 6=(-319) 1203 7- 4=( -59) 63 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-1240) 330 9- 8=( 0) 265 ' LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1432) 397 8- 5=(-149) 157 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA - LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 29"OC UON. FOR 0'- 0.0" -112/ 878V -68/ 68H 5.50" 1.41 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 11.0" -112/ 879V 0/ OH 5.50" 1.41 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ** For hanger specs. - See approved plans ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci}cg. 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 = -0.065" @ 12'- 11.0" Allowed = 1.000" MAX TL CREEP DEFL = -0.118" @ 12'- 11.0" Allowed = 1.333" MAX HORIZ. LL DEFL = 0.023" @ 20'- 5.5" MAX HORIZ. TL DEFL = 0.038" @ 20'- 5.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads 7-11-11 4-11-10 7-11-11 in the plane of the truss only. 1' T 1' 1' 3-11-12 3-11-15 4-11-10 3-11-15 3-11-12 T T T ' T T 12 12 6.00 p M-4x6 ,':14-6x6 Q 6.00 iprippre.00 3 T2 M1.5x3 M-1.5x3 r )4:1441114444442 s M • rn Cr rte= -t- �( ® �, o 0f 1*+ M-3x4 0.25" M-3x4 M-3x4 * 6 0 M-5x8(S) y 7-06-12 y y 5-11-04 y 7-05 �Ep PRQFF b 20-11 y ����NGINE`cR`�'/©?� cr 89200PE 9<' JOB NAME : 17461 WESTWOD PL-2747L - AH2 ��� Scale: 0.3197 WARNINGS: GENERAL NOTES, unless otherwise noted: IIP -p 97 1.Builder and erection contractor should be advised of all General Nobs 1.This design is based only upon the parameter:shown and is for an individual 7 ,�OREGON �ltf Truss: AH2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2[4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. < 4 Y ry.° �4 2.Design assumes the top and bottom chords to be laterally braced at 4 3.Additional temporary bracing te insure staNlity during construction O 1 b the responsibility of the erector.Additional permanent bracing of Y c.c.and at 10'o.c.respectively unless braced throughout their length by /��r� continuous sheathing such as plywood bred otr(TC)and/or drywall(SC). tI j`l Ui' DATE: 7/16/2015 the overall ebucWre is the responsibility of the building designer. 3.a Impact bridging or lateral bracing required where shown++• fj l� SEQ. : 1<13 0 9 0 8 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fastener are complete and at no time should any beds greater than 5.Design assumes trusses are to be used in a noncorrosive environment, •• TRANS ID' LINK design loads be applied to any component. and are br'dry condition..o use. • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2015 fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. July16,2015 6.This design is furnished subject to the limitations sat forth by S.Plates shell be located on both faces of buss,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 size of plate in inches. MiTek USA,Int./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 11.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF STAND; LOAD DURATION INCREASE = 1.15 1- 2=(-1430) 539 1- 9=(-444) 1201 2- 9=(-151) 140 2x4 KDDF #1&BTR T2 SPACED 24.0" O.C. 2--3=(-1234) 482 9-10-(-331) 1056 9- 3-( 0) 267 BC: 2x9 KDDF' STUD 3- 9=( 0) 0 10- 8=(-433) 1203 9- 6=( -68) 76 WEBS: 2x9 KDDF STAND LOADING 3- 6=(-1060) 463 6-10=( 0) 265 - LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6-( 0) 0 10- 7=(-149) 139 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE 6- 7-(-1240) 484 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8-(-1932) 538 LL = 25 PSF Ground Snow (Pg) NOTE: 2x4 BRACING AT 24"OC UON. FOR BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -179/ 878V -68/ 68H 5.50" 1.41 KDDF ( 625) 20'- 11.0" -179/ 879V 0/ OH 5.50" 1.41 KDDF ( 625) ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.076" @ 12'- 11.0" Allowed = 1.000" MAX TL CREEP DEFL = -0.118" @ 12'- 11.0" Allowed = 1.333" MAX HORIZ. LL DEFL = 0.023" @ 20'- 5.5" MAX HORIZ. TL DEFL = 0.038" @ 20'- 5.5" Design conforms to main windforce-resisting system and components and cladding criteria. 9-11-11 0-11-10 9-11-11 l' Q . .r Wind: 140 mph, h=23ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3-11-12 3-08-12 2-03-03 0-11-10 2-03-03 3-08-12 3-11-12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRs(Dir), load duration factor=1.6, T f f f f f T f End vertical(s) are exposed to wind, Truss designed for wind loads 8-00 8-00 in the plane of the truss only. f T T 1' 14 5 2 12 6.00 M-4x6 .1 M-6x6 D 6.00 3 6 0004, T2 4 M-1.5x3 M-1.5x3 2 7 co O O 4 Ate. mi I 9 10 e Ca M-3x4 0.25" M-3x4 M-3x4 © M-5x8(5) .1 y ), y - 7-06-12 5-11-04 7-05 \NED PROFF ), 20-11 y C?0 4GINE,,4 (5% , 2 i� 89200PE 9c JOB NAME : 17461 WESTWOD PL-2747L - AH34P,- i Scale: 0.3197 a OW WARNIN111 CC 1.Builder GENERAL design N NOTES, unless on the parameters �/ OREGON �4i Truss: AH3 Bu ld°`and erection contractor should be advised of all General Notes Th edea gn lebased only upon paremelereshown and ie or anindividual end Warnings before construction commences. building component Applicability of design parameters and proper 2.254 wmpresaon web bracing must be installed where shown+. incorporation of component is the responsibility of the budding designer, / q 1.. 2 O` �4 3.Additional tem 2.Design assumes the tap and bottom chards to be laterally braced at Q / 'i[}t /i temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /� is the responsibility of the erector.AddNonal permanent bracing of continuous sheathing such as plywood sheathing(TC)andlordrywall(BC). r✓ .1:) ) t DATE: 7/16/2015 the overall structure is the responsibility of the building designer. 3.2s Impact bodging or lateral bracing required where shown++ 1'N SEQ. : 1(130908 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 compete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment TRANS I D: LINK design loads be applied to any component. and are for'dry condition'of use. 5.CompuTrus has m control over end assumes no responsibility for the E Design assumes full bearing at all supports drown.Shim or wedge if �esery. EXPIRES: 12/31/2015 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. July 1 6,2015 8.TMs design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in SCSI,wpbs of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate b inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M R LUMBER SPECIFICATIONS TRUSS SPAN 6'- 6.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting I BC: 2x4 KDDF STAND SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING .. BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF Wind: 140 mph, h=15.Oft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD 42.0 PSF load duration factor=l.6, • Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. Gable end truss on continuous bearing wall UOO. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for complete specifications. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 2 DESIGN ASSUMES SHEATHING -, TO ONE FACE ONLY 12 10.00 7 11111111 r 0 0 1 co N 0 3 4 -13 1 y y \c•-• �- ciG'P E',-`SAO 1-00 6-06 �� '2 �- 89200PE �<' JOB NAME : 17461 WESTWOD PL-2747L — B1 Scale: 0.3286 411P- WARNINGS: WARNINGS: GENERAe design iNOTES, uMeupotherwise nored: OREGON\t` Truss: B 11Builder and erection anen or should be advised of all General Notes t.This building gra is based only upon the parometaro shown and is for an individual and w mines before concoction commences. building component Applicability of design parameters and proper Y 20\ A� 2.2x4 compression web bracing must be installed where shown+. incorporation of component is de responsibility of the building designer. /O 14 `_ 3.Additional rem 2.Design assumes the top and bottom chorda to be laterally braced at temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erecter.Additional permanent bracing of continuous sheathing has plywood sheathing(TC)C DATE: 7/16/2015 the overall snu core is the responsibility of the building deal sec bracing r ng(e)and/or arywan(Bc). FR p`�� ty goer. 3.2x Impact bridging or sterol po sing required where shown c t-l. SEQ.: K 13 0 9 0 9 0 4.No load should be applied to any component until after all bowing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes mosses are to be used in a non<orreaive environment, TRANS I D: LINK design loads be applied to any component and are for"thy condition'of sae. s.CompuTrus has no control over and assumes no responsibility for the 8.Design sign assumes full bearing et all supporta shown.Shim or wedge if necessary. EXPIRES: 12/31/2015 fo xfoa fon,handling,shipment and installation os netfo onenta. 7.Design ae ll bees adequate drainage is provided. July 18,2015 8.This design is furnished subject to the limitations set forth by B.Plates shall located on both faces of truss,and placed so their center TPIIWTCA in BCSI,copies of which will be famished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7SP2(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 6'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) -4) 105 5-6=(-360) 292 5-2=(-365) 189 BC: 2x4 KDDF STAND SPACED 24.0" O.C. 2-3=(-184) 144 2-6=(-389) 479 WEBS: 2x4 KDDF STAND 3-4=( -16) 7 6-3=(-228) 233 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -32/ 427V -196/ 303H 5.50" 0.68 KDDF ( 625) ** For hon ger s acs. - See a LL = 25 PSF Ground Snow (Pg) 6'- 6.0" -295/ 377V 0/ OH 5.50" 0.60 KDDF ( 625) g p pproved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacihg. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed - 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL - 0.278" @ 3'- 1.6" Allowed = 0.489" MAX TC PANEL TL DEFL - -0.254" @ 3'- 1.9" Allowed = 0.734" MAX HORIZ. LL DEFL = -0.003" @ 6'- 0.5" 6-02-04 0-03-12 MAX HORIZ. TL DEFL = -0.003" @ 6'- 0.5" Design conforms to main windforce-resisting 12 M-1.5x3 system and components and cladding criteria. 10.00 F 4 -/ 3 Wind: 140 mph, h-15.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, i (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Only left end vertical is exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x9 rn z i' 9p CD 1 0 10 04 O Ir) iimmimmimiimi VA /-- 5. * 6 M-1.5x3 M-3x4 �� D P R OF�.�, y1-00y 6-06 y �� OA 1-00 `S> 89200PE tet' JOB NAME : 17461 WESTWOD PL-2747L - B2 � �✓�� Scale: 0.2799 WARNINGS: GENERAL NOTES, unless otherwise noted: 'CD CC 1.Builder and erecmn contactor should be advised of an General Notes I.This design is based only upon the paramemre shown and is for an individual -yL OREGON Truss: B2 and Warnings before construction commences. bonding component.Applicability of design parameters end proper es pt 2.2x4 compression web bracing must be installed where shown*. incorporation of component is the responsibility of the building designer. /O q y 14 1 2.0` �4 3.Additional temporary bracing to insure stability during eonetructon 2.Design assumes the tap and bottom chords to be laterally braced at (r is the responsibility of the erecter.Additional pemrenent bracing of Y ac,and at 10'o.c.respectively unless braced throughout their length by DATE: 7/16/2015 tre overall structure is the responsibility of the building designer. continuousrap tsheathing such as acing re meedsheatwhere and/or drywall(SC). ` 1 R I�� 3.In Impact bridging noris to rel boning required he whpe shown t SEQ.: Ki3 0 9 0 9 2 4.No bad stood be applied to any component until after all bracing end 4.Installation of truss le the responsibility of the respective contractor. fasteners are compete and at no bine should any bads 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 aro for“dry condition'of use. 5.CompuTn,s has no control over end assumes no responsibility for the S.Design assumes full bearing at all supports shown.Shim or wedge if ryr EXPIRES: 12/31/2015 Otto design handling,shipment end installation limitations of components. 7.Design assumes adequate drainage is provided. July 1 6,2015 S.This design is furnished subject to the limitations sat forth by S.Plates shall be located on both faces of truss,and placed so their center TPIMVICA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" !COND. 2: Design checked for net 5 p fig, e q (- psf) uplift at 24 "oc s act TC: 2x4 KDDF STAND LOAD DURATION INCREASE = 1.15 BC: 2x9 LODE STAND SPACED 29.0" O.C. Design conforms to main d claddingresisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, 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 Gable end truss on continuous bearing wall DOV. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 4-06 4-06 'I' 1' 1' 12 2 10.00 I IM-4x4 N 10.00 41L I �M c O O M-3x4 M-3x4 l y 9-00 �cQ`ED P R OFFss �NGINEk- /02 :9200P 9v JOB NAME : 17461 WESTWOD PL-2747L - BGE /� Scale: 0.5625 WARNINGS: GENERAL NOTES, unless otierwise noted Q Q' Truss: BGE 1.Builder and erectoncontractor should beadvised ofall General Notes 1.This design is based only upon the parameters shown and is for an individual 7, 4." , OREGON 0, 44/ end Wamings before construction commences. building component.Applicability of design parameters and proper /� 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. /O 4 Y 4 t '1°N ��` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally bread at dy ofpermanent bracing of 7 cc.and at 10'cc.respectively unless bread throughout their length by (^r is the responeibil' ine erector.Additional continuous sheathing such as plywood sheathing(TC)andbr drywall(BC). �`R R I�� DATE: 7/16/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : K 13 0 9 0 9 3 4.No load should be applied to any component until after all bracing and 4.Installation of buss is the reeponsiblity 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, TRANS I D: LINK design Inds be applied to any component. and are for"dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility for the G.Design assumes full bearing at all supports shown.Shim or wedge H EXPIRES: 12/31/2015 fabrication,handling,she necessary' shipment and installation of components. 7.Design assumes adequate drainage is provided. U Iy 16,2015 8.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 centerJ TPINVTCA in BCSI,copies of which will be famished upon request. lines coincide with joint center lines. MiTek USA,I nc./CompuTrus Software 7.6.7-SP2 1 L-E 9.Digits indicate an of pate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M e LUMBER SPECIFICATIONS 9-00-00 GIRDER SUPPORTING 20-11-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2-(-2300) 512 1-6=(-342) 1612 2-6=( -70) 176 BC: 2x8 KDDF SS 2-3=(-2218) 520 6-5=(-340) 1612 6-3=(-620) 2648 WEBS: 2x9 KDDF' STAND LOADING 3-4=(-2218) 520 6-4=( -70) 176 LL - 25 PSF Ground Snow (Pg) 4-5-(-2300) 512 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 9'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 236.5)+DL( 180.8)= 417.2 PLF 0'- 0.0" TO 9'- 0.0" V J'- BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ( 2 ) complete trusses required. @@ADDL: BC CONC LL+DL= 2184.0 LBS @ 7'- 4.5" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Attach 2 ply with 3"x.131 DIA GUN 0'- 0.0" -544/ 2481V -83/ 83H 5.50" 3.97 KDDF ( 625) nails staggered: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 0.0" -907/ 4034V 0/ OH 5.50" 6.96 KDDF ( 625) \^K 9" oc in 1 row(s) throughout 2x4 top chords, REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. /X\/X\ 9" oc in 2 row(s) throughout 2x8 bottom chords, 9" oc in 1 row(s) throughout 2x9 webs. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - 0.010" @ 4'- 6.0" Allowed = 0.404" MAX TL CREEP DEFL = -0.026" @ 4'- 6.0" Allowed = 0.539" 4-06 4-06 T I I MAX HORIZ. LL DEFL = -0.002" @ 8'- 6.5" MAX HORIZ. TL DEFL = 0.009" @ B'- 6.5" 2-06-08 1-11-08 1-11-08 2-06-08 T T f T T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 10.007 M-4x6 10.00 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, 3 4.0r' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), AI\ load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. iii **HANGER BY OTHERS TO APPLY CONC. LOAD(S)EQUALLY TO ALL MEMBERS. M-1.5x3 M-1.5x3 2 4 44 +44 M-5x16 Allilihh. M-5x16 AW NMI N116,, ® ' � 1_. 6 �o M-7x8 y y +2184# y 4-06 4-06 k y 9-00 ���ED PR OF�rss �� 9200P 9r JOB NAME : 17461 WESTWOD PL-2747L - BGIRD j i Scale: 0.4750 `� r�'- - WARNINGS: contractor G. hiAeNOTEb, unless onhe parameters 7, �4,OREGON A.Truss: BGIRD BuilderWarnings sbeoreconosewishouldbence sed of all General Notes I.bulling no is net.ontyupbnMo parem paramewn and is for r individual L end compress orae bracing awaon wmmetalle heading component.Applicability of design parameters and proper 2ONA� 2.2s4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. <O '1� 14 ' in.[%,..T. 3.Additional temporary bracing to insure stability during constructionNol 2 Design assumes the top and bottom horde a be laterally braced at is the responaibilhy of the erecter.Additional permanent bracing of 2 cc.and at 10'cc.respectively unless braced throughout their length by 7/16/2 015 Na overall abusers is Me responsibility onto building designer, continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). 1 F110- DATE: 3.2s Impact bridging or hare!bracing where shown++ (� SEQ. • K1309094 4 No bad should be applied a any component until afar all bracing and 4.Installation of truss b me responsibility of the respective conk-actor. " fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 5.Compurpe has no control over and assumes no responsibilityfor the 8.Design assumes ill bearing at all supports shown.Shim or weds. EXPIRES: 12/31/2015 fabrication.handling,shipment and installation of components. T.Design assumes adequate drainage is provided. July 16,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of toss,and placed so their center TPIANTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 7.8.7-SP2 1 L-E 9.Digits indicate size of plate in inches. P ( ) 10.For basic connector pate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 11.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-4302) 840 1- 7=(-728) 3728 7- 2=( 0) 120 10- 5=( -218) 1394 BC: 2x6 RIDE SS SPACED 24.0" O.C. 2- 3=(-4210) 878 7- 8=(-730) 3726 2- 8=( -132) 204 5-11=(-2506) 478 WEBS: 2x4 KDDF STAND 3- 4=(-3756) 808 8- 9=(-694) 3630 8- 3=( -116) 756 11- 6=( -124) 66 LOADING 4- 5=(-1982) 420 9-10=(-696) 3638 8- 4=( -114) 246 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6-( -60) 74 10-11=(-340) 1870 4- 9=( -120) 898 ' BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 4-10=(-2178) 466 TOTAL LOAD = 42.0 PSF 1 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: TC UNIF LL+DL= 160.0 PLF 8'- 0.0" TO 10'- 0.0" V 0'- 0.0" -462/ 2390V -56/ 141H 5.50" 3.82 KDDF ( 625) ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0" TO 8'- 0.0" V 20'- 11.0" -342/ 1854V 0/ OH 5.50" 2.97 KDDF ( 625) ( 2 ) complete trusses required.r; Attach 2 ply with 3"x.131 DIA GUN ADDL: TC CONC LL+DL= 598.0 LBS @ 8'- 0.0" @@ADDL: BC CONC LL+DL= 1169.0 LBS @ 10'- 0.0" GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacig. nails staggered: VERTICAL DEFLECTION LIMITS: LL-1,/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 top chords, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX LL DEFL - 0.044" @ 8'- 0.0" Allowed = 1.000" 9" oc :.n 2 row(s) throughout 2x6 bottom chords, REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX TL CREEP DEFL = -0.139" @ 8'- 0.0" Allowed = 1.333" 9" oc in 1 row(s) throughout 2x4 webs. ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP MAX HORIZ. LL DEFL = -0.011" @ 20'- 7.5" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. TL DEFL = 0.025" @ 20'- 7.5" Design conforms to main windforce-resisting system and components and cladding criteria. *w HANGER BY OTHERS TO APPLY CONC. Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, LOAD(S)EQUALLY TO ALL MEMBERS. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 7-11-11 12-11-05 T T 4-03-08 3-08-03 3-11-14 4-06-09 4-04-13 f f 45988 T 1' T 12 6.00 M-4x6 M-3x8 M-3x4 M-1.5x3 3 4 5 6 -/ M-3x4 i 0 I a 1** 7 8 -�- 10 ** 11 o M-3x5 M-1.5x3 M-3x8 0.25" M-3x4 M-3x4 M-7x8(S) y y y +11698 y y y 4-01-12 3-05 4-04-13 4-03-01 4-08-05 ��,ED PROpe , y 2011 y ��� NGINE�Rsvo2 89200PE �r JOB NAME : 17461 WESTWOD PL-2747L - BH1 -410/Poler� Scale: 0.3121 �'.11/1 WARNINGS: GENERAL NOTES, unless otherwise noted: O OREGON Truss: BH 1 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 7G , y 2a�� +�4 j and Wamings before consbuction commences. building component.Applicability of design parameters and proper 2.21,4 compression web bracing must be installed where shown 0, incorporation of component is the responsibility of Na building designer. /O 14, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and nelybottun chords ba be laterally braced at v. �(� permanent bracing of a o.c.and at 10'o.c.respectively unless braced throughout their length by [_ M the responsibility of the erector.Additional continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). I R t` DATE: 7/16/2015 the overall structure is the responsibility of the balding designer. 3.2a Impact bridging or lateral bracing required where shown F* l� SEQ. : Ki3 0 9 0 9 5 4.No load should be applied to any component until after of bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners am complete and at no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for'dry coMtion'of use. 5.CompuTrus has no control over and assumes no responsibility for the fi.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2015 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. July 1 6,2015 8.ThM deep,is fumished subject to the limitations set forth by 8.Plates shall be located on both faces of buss,end placed so their center TPINJTCA in SCSI,copies of which will be fumehed upon request. lines coinede with joint center lines. Mack USA,Inc./Com uTrus Software 7.6.7 1 L-E 9.Digits indicate see of plate Sr inches. P ( ) 10.For basic connector plate design cales see E5R-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 11.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1392) 596 1- 7=(-513) 1167 2- 7=(-281) 256 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-1093) 960 7- 8=(-257) 912 7- 3-(-123) 265 WEBS: 2x4 KDDF STAND 3- 9=( -919) 979 8- 6=(-936) 1168 7- 4=(-104) 110 LOADING 4- 5=(-1100) 962 4- 8-( -53) 261 ' TC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6-(-1393) 545 8- 5=(-278) 253 BC LATERAL SUPPORT 0- 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED 0'- 0.0" -116/ 878V -87/ 87H 5.50" 1.41 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 11.0" -116/ 879V 0/ OH 5.50" 1.41 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ** For hanger specs. - See approved plans ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacifig. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP • AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL-L/180 ' MAX LL DEFL - 0.039" @ 9'- 6.7" Allowed - 1.000" MAX TL CREEP DEFL - -0.075" @ 11'- 6.0" Allowed - 1.333" MAX HORIZ. LL DEFL - 0.018" @ 20'- 5.5" MAX HORIZ. TL DEFL = 0.029" @ 20'- 5.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=23ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9-11-11 0-11-10 9-11-11 load duration factor=1.6, T ,' T .' End vertical(s) are exposed to wind, 5-01-08 4-10-03 0-11-10 9-10-03 5-01-08 Truss designed for wind loads in the plane of the truss only. 12 12 6.00 p M-4x6 M-6x6 Q 6.00 4 L� M-1.5x3 M-1.5x3 2 111101111111.111111.111111.11.11/1111111.11111 O M ro I . - - __ 1 a of rte •'�1 1** 7 0.25" 8 ** 6 o M-3x4 M-3x8 M-3x4 0 M-5x6(S) > y b y 9-06-12 1-11-04 9-05 c,, p PRQFF cA y 20-11 y AGIN�fi /02 44 89200PE 9r JOB NAME : 17461 WESTWOD PL-2747L - BH2 Scale: 0.3197 - _--�,401.. WARN1.Builder G.Third NOTES,bunlessotherwisearamete: - OREGON ��Q 1.Builder end erection contractor should he advised of all General Nobs 1.This design is based only upon the parameters shown and is for an individual 7G y.,,� Truss: BH2 and Warnings before consWction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the reaponaibilgy of the budding designer. /Q Y4 2°� �+ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the fop end bottom chords b he laterally braced at is the responsibility of the erecter.Additional permanent bracing of 2'o.c.and at 10'c.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �l[`y'{ DATE: 7/16/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ffll 4+ SEQ. : Ki3 0 9 0 9 6 4.No bad should be applied to any component until after all bradng and 4.Installation of buss is the responsibility of the respective contractor fasteners are complete and at no time should any bads greater than 5.Design assumes busses are to be used in a noncorrosive environment and are for"dry condition'of use. TRANS ID: LINK design loads be applied to any component. 8.Design assumes fulbearing atall supports shown.Shim orwedge if EXPIRES: 12/31!2015 5.CompuTrus has no control over and assumes no responsibi ity for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. July 16,2015 6.This design is furnished subject to the limitations set font by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc/CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(0) 50 2-4=(0) 0 BC: 2x9 HIDE #1&BTR SPACED 24.0" O.C. 2-3=(0) 61 TC LATERAL SUPPORT <- 12"OC. UON. LOADING BC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ' DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -71/ 286V -7/ 47H 5.50" 0.46 KDDF ( 625) 1'- 10.9" -142/ 136V 0/ OH 1.50" 0.22 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 64V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacihg. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed - 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX TC PANEL LL DEFL - 0.002" @ 1'- 0.0" Allowed = 0.097" MAX TC PANEL TL DEFL - -0.005" @ 1'- 1.5" Allowed = 0.145" 1-11-11 MAX BC PANEL LL DEFL = 0.011" @ 3'- 6.6" Allowed = 0.350" '' 4' MAX BC PANEL TL DEFL = -0.075" @ 4'- 4.8" Allowed = 0.467" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=21ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. 3 , O O O O 1 2-2 - -..j - ,<:„.4 M-3x4 * * * 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 ,,`0 P R©Fes �,....;.`"0.,‘GI N�F9 sio,„„ :9200PE r--- JOB JOB NAME : 17461 WESTWOD PL-2747L - BJ1 �� Scale: 0.7000 - 1.BuilWARNIder GENERAL NOTEdesign unless otherwise aramenoted: '7 OREGON ��Q Truss: B J 1 Builder enn erection consbMr should be advised of all General Notes 1.This design p n based only upon y o parameters par shewn and is for an individual and Warnings before cansWction commences. building component.Applicability of design parameters and proper 2.2z4 compression web bracing must be installed where shown e, incorporation of component is the responsibility of the Wilding designer. �e q 1 ry Q�'ci �4 3.Additional temporary bracing to insure sbbility during construction 2.Design assumes the top and bottom chords to be laterally braced at (r is the responsibility of the erector.Additional permanent bracing of 5006 as pY o.c.and at 10'o.c.respectively unless braced throughouttheir length by continuous sheathing such as plywood ing(TC)and/or drywall(BC). /�.(i[]1�\ DATE: 7/16/2015 Me overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ `!"j f1 v SEQ. : K13 0 9 0 9 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment TRANS I D: LINK design loads be applied to any component. and are for'dry condition'of use. 5.Compulnrs hes no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if �ary. EXPIRES: 12/31/2015 fabrication,handling,shipment and installation of components. 7.Desi assumes adequate drainage b provided. July 1 6,201 5 B.This design is furnished subject to the limitations set font by 8.Plates shall be located on both faces of truss,and placed so their center TPI' TCA in SCSI.copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(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: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-9=(0) 0 BC: 2x4 KDDF 4#1&BTR SPACED 29.0" O.C. 2-3=(-59) 61 TC LATERAL SUPPORT <= 12"OC. UON. LOADING - BC LATERAL SUPPORT 1-- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -45/ 357V -14/ 78H 5.50" 0.57 KDDF ( 625) 3'- 10.9" -153/ 139V 0/ OH 1.50" 0.22 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 70V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacihg. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178" MAX BC PANEL LL DEFL = -0.012" @ 3'- 6.6" Allowed - 0.350" MAX TC PANEL TL DEFL = -0.026" @ 2'- 2.2" Allowed = 0.369" MAX BC PANEL TL DEFL = -0.111" @ 4'- 9.8" Allowed = 0.467" 3-11-11 T MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 12 Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. Wind: 140 mph, h-21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Sir), load duration factor-1.6, 3 -f Truss designed for wind loads in the plane of the truss only. c 0 N O f illiO 0 1 2�� ��4 M-3x9 b )' y 1-00 (PROVIDE FULL BEARING;Jts:2,3,9 1 8-00 N, ",‘GINE. ..„, s/© 'Ai 17 89200PE x' JOB NAME : 17461 WESTWOD PL-2747L - BJ2 / Scale: 0.6125 �_ / WARNINGS: GENERAL NOTES, unless otherwise noted: Truss BJ2 I.Builder and erection contractor shout be advised of all General Notes 1.This design is based only upon tire parameters shown and is for an individual OREGON and Wemings before construction commences. building component.Applicability of design parameters and proper 4^ Y �QN, 4A 2.2x4 compression web bracing must be installed where shown a, incorporation of component is the responsibility of the building designer. Q 14' _ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is do reeponsbiliry of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by (/wv continuous sheathing such as plywood sheathing(TD)and/or drywall(60). DATE: 7/10/2015 `iiiR R I�� Ne overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+t SEQ.: Ki3 0 9 0 9 8 4.No bad soul/be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no thee should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition.ofuse. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all support shown.Shim or wedge if EXPIRES: 12/31/2015 fabrication,handling,shipment and installation of components. 7.Design eneunmes adequate drainage is provided. July 16,2015 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 SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate trice of plate in inches. MiTek USA,InclCompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,EBR-1968(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( _ BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-93) 73 2-4 (0) 0 TO LATERAL SUPPORT <- 12"OC. UON. LOADING _ BC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PIP 0'- 0.0" -52/ 922V -22/ 110H 5.50" 0.67 KDDF ( 625) 5'- 10.9" -128/ 170V 0/ OH 1.50" 0.27 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 82V 0/ OH 5.50" 0.13 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacibg. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" 5-11-11 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" T MAX TO PANEL LL DEFL = 0.086" @ 3'- 2.2" Allowed = 0.395" MAX BC PANEL TL DEFL = -0.149" @ 4'- 1.9" Allowed = 0.467" 12 6.00 MAX HORIZ. LL DEFL - -0.000" @ 5'- 10.9" MAX HORIZ. TL DEFL - -0.000" @ 5'- 10.9" 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 190 mph, h=22ft, 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 o ,r III o _ 0 1 2 �4 M-3x4 y y 1-00 y 'PROVIDE FULL BEARING;Jts:2,3,4 1 8-00 ��� EO PROF-p, `� :9200PE v� JOB NAME : 17461 WESTWOD PL-2747L - BJ3 /111°11� Scale: 0.6125 -. WARNINGS: G.Thededesign NOTES, unless otherwise ramenoted, �� OREGON 1L� Truss: BJ3 Builder and erection codrecorshould bead sad of all General Notes 1.Thseeagntebased onyuponMeperometersshown and isteranindi individual JLI' �` and N4mings before construction commences. building component.Applirabiity of design parameters and proper L. 2.2z4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. ' -1)- 2. 1 L { 20 �\ 3.Additional temporary bracing t insure stability during consbuction 2.Design assumes the top and bottom chords to be laterally braced at O / 1 4 t 2'o.c.and at 1 �� is the responsibility of the erector.Additional permanent bracing of G c.c.respectively unless braced throughout their length by DATE 7/16/2015 the overall structure is the continuous sheathing such as plywood sheathing(TC)andfor drywall(BC). /`R R I \- responsibility of the building designer. 3.Ga Impact bridging or lateral bracing required where shown++ SEQ. : 1<13090 9 9 4.No load should be applied to any component until after all bracing and 4.Installation of buss's 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, TRANS I D: LINK design loads be applied to any component and are for'dry condition•of use. 5.CampuTms has no control over and assumes no responsibility for the e. Design assumea,a°bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2015 fabrication,paneling,shipment and installation of components. 7.Design assumes adequate drainage s prodded. July 1 6,201 5 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both teres of truss,and placed so their center TPINVICA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. MiTek USA,Inc./Com u7rus Software -E 9.Digits indicate size of plate in inches. 7.8.7-SP2 1 D (L) 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M e LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-127) 93 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -61/ 480V -30/ 141H 5.50" 0.77 KDDF ( 625) 7'- 9.2" 0/ 1O1V 0/ OH 5.50" 0.16 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -96/ 218V 0/ OH 1.50" 0.35 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaciflg. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL - 0.270" @ 4'- 9.1" Allowed - 0.544" 7-11-11 MAX TC PANEL TL DEFL - -0.353" @ 4'- 5.9" Allowed = 0.817" f f MAX HORIZ. LL DEFL = -0.001" @ 7'- 10.9" 3 -/ MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 12 6.00 Design conforms to main windforce-resisting '' system and components and cladding criteria. Wind: 140 mph, h-22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 o /- , III II 1 i 1 2►' 4�� 0 M-3x4 )' b y 1-00 'PROVIDE FULL BEARING;Jts:2,4,3 I 8-00 ,s(Q`ED P R OFFS 414� �NGI NE- -,9 s/a-2- :9200PE r JOB NAME : 17461 WESTWOD PL-2747L - BJ4 ` / Scale: 0.5625 i4111"0.1 WARNINGS: GENERAL NOTES, unless otherwise noted. mili OREGON LCl� Trus s B J 4 1.Builder and erection conbaetor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual s, and Wamings before construction commences. building component.Applicability of design parameter:and proper L 4,A \t^ 4. 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. -7 Y rya �4 2 Design assumes the top and bottom chords to be laterally braced at G 3.Additional temporary bracing to insure stability during construction Y o.c.and at 10'o.c.respectively unless braced throughout their length by t is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlor drywell(SC). ME(7 R'\ N- DATE: 7/16/2015 the overall sbbucture is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ (� N..- SE K 13 0 910 0 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 t1 be used in a nonnosive environment, TRANS ID: LINK design loads be applied to any component. and are for rg r•drycondito�of 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 fabrication,handing,shipmentnecessary. EXPIRES: 12/31/2015 andmamllationofcomponents. 7.Desgnassumes adequate donbodrainage isprodded. July 16,2015 6.This design a furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WfCA in SCSI,copies of which will be famished upon request lines coincide with joint center lines. 9.Digits indicate sue of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(Mack) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 11.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-586) 153 1-5=(-205) 461 2-5=( 0) 246 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3-(-196) 139 5-6-(-203) 463 2-6-(-534) 176 WEBS: 2x4 KDDF STAND 3-4-) -63) 5 6-3-(-292) 243 _ LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 0.0" 10.9" 0'- 0.0" -54/ 458V -82/ 2241 5.50" 0.73 KDDF ( 625) ** For hers ger s acs. - See a LL = 25 PSF Ground Snow (Pg) 10'- 11.0" -127/ 588V 0/ OH 5.50" 0.94 KDDF ( 625) g p pproved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacihg. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.008" @ 5'- 6.0" Allowed = 0.500" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.018" @ 5'- 6.8" Allowed - 0.667" MAX LL DEFL - -0.003" @ 11'- 9.9" Allowed - 0.091" 5-08-12 5-02-04 MAX TL CREEP DEFL - -0.004" @ 11'- 9.9" Allowed - 0.121" T T 1' 12 4 MAX HORIZ. LL DEFL = -0.004" @ 10'- 5.5" MAX HORIZ. TL DEFL = 0.006" @ 10'- 5.5" 6.00 p M-1.5x3 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=23.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 I :4 o In o /- ...4111111111111111111111111111111111 frra.IIIMIIIIIIIIIIIIIIIM' Wimmt o 1** 5 6 O M-3x4 M-1.5x3 M-3x4 '.•. y ). .6 5-06-13 5-04-03 y 10-11 0-10-14y ,(<(,„'•EO PROFF.S�S' w� �.v. F'9 /02 9200P �� JOB NAME : 17461 WESTWOD PL-2747L - C4 /� __Th Scale: 0.4259 `.... imp 0 WARNINGS: G. hRAe gnat unyuponthep parameters -7,��,OREGON �10 I.Builder and erection contactor should be advised of all General Notes 1.This design le based only upon the peremebre shown and is for an individual ` y„- Truss: C 4 and Warnings before construction commences. building component.Applicability of design parameters and proper V 2.2.4 compression web bracing must be installed where shown*. incorporation of component is the responsibility of the building designer. <O 9 Y { 2O� � - 3.Additional tempora tend to Insure stabil' Burin 2.Design assumes the top and bosom chords to be laterally braced et I4 G temporary n8 ply g construction y is the responsibility of the Braaten.Additional permanent bracing of 2los and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �I 11 I{ DATE: 7/16/2015 the overall structure is the responsibility of the building designer. 3.2,Impact bridging or lateral bracing required where shown++ fl L.. SEQ. : Ki3 0 910 2 4.No load should be applied to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment TRANS I D' LINK design loads be applied to any component. and are for'thy condition'.of use. 5.CompuTnn has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if cessary. EXPIRES: 12/31/2015 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. July 1 6,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of Wss,and placed so their center TPIN TCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7SP2(1 L)-E 10.For basic connector plate design values see ESR-1317,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M a LUMBER SPECIFICATIONS TRUSS SPAN 10'- 11.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-551) 205 1-5=(-386) 432 2-5=(-380) 336 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-219) 96 5-6=( -84) 118 5-3=( -83) 282 WEBS: 2x4 KDDF STAND 3-4=(-152) 110 5-4=(-225) 705 LOADING 4-6=(-708) 255 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -56/ 472V -74/ 186H 5.50" 0.75 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 10`- 11.0" -61/ 445V 0/ OH 5.50" 0.71 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.013" @ 5'- 3.0" Allowed - 0.500" MAX TL CREEP DEFL = -0.020" @ 5'- 3.0" Allowed = 0.667" MAX HORIZ. LL DEFL - -0.006" @ 10'- 9.2" 10-04-03 0-06-13 MAX HORIZ. TL DEFL - 0.005" @ 10'- 9.2" T . T 5-03-12 4-09-04 0-10 Design conforms to main windforce-resisting T f f T system and components and cladding criteria. 12 6.00 M-4x6 Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x5 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, � End vertical(s) are exposed to wind, Ce Truss designed for wind loads MIS in the plane of the truss only. M-1.5x3 co 0 1 I co O I ul m T1, Gill 1.1 per. Ai it I 1** 5 6 o M-3x4 M-3x8 M-1.5x3 b * l 9-11-04 0-11-12 y l0 11 y ,�` ,..xGI PRO - - FS%-v 89200PE JOB NAME : 17461 WESTWOD PL-2747L - C5 .41.4, Scale: 0.3787 WARNINGS: GENERAL NOTES, unlessorherwise noted' R. bs OREGON �� Truss: C 5 1.Builder and erection contractor should be advised of all General Noe 1.This design based onlyM upon e parameters shown and is for an individual and Warnings before construction commences. building component.Applicability of design parameters and proper L s,, \‘0‘ AA 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 b be laterally braced at /O Y 14 y s the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE• 7/16/2015 ")' permanent bracing of continuous sheathing ash as plywood sheathing(TC)and/or drywall(BC). FR R I l.'- the overall structure is the responsibility of the building designer. 3.2x Impact bridging or labral bracing required where shown++ SEQ. : 1<1309103 4.No load should be applied to any component until after all bracing and 4.Installation of tures 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, TRANS I D: LINK design bads be applied b any component. and are for'dry condition"of use. 5.Com pu Trus has no control over and assumes no re B.Design assumes all bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2015 responsibility for ummry fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. July 16,2015 S.The design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPIANTCA in SCSI,copes of which will be fumshed upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1L)-E 10.For basic connector plata design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC e LUMBER SPECIFICATIONS 23-04-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE - 1.15 (Non-Rep) 1- 2-( 0) 50 2- 9=( -927) 2933 3- 9=( -110) 332 2x6 KDDF #1&BTR T2 2- 3-(-3423) 1104 9-10=(-1678) 4602 9- 4-( -95) 717 BC: 2x6 KDDF #1&BTR LOADING 3- 4-(-3489) 1162 10-11=(-1678) 4602 9- 5=(-1603) 737 WEBS: 2x4 KDDF STAND LL - 25 PSF Ground Snow (Pg) 4- 5=(-3129) 1074 11- 8-( -959) 2942 10- 5-( 0) 364 - TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=(-3132) 1084 5-11-)-1588) 726 TC LATERAL SUPPORT <- 12"OC. DON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 17'- 4.0" V 6- 7=(-3493) 1176 6-11=( -103) 719 BC LATERAL SUPPORT 0- 12"OC. DON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 17'- 4.0" TO 23'- 4.0" V 7- 8=(-3431) 1130 11- 7-( -94) 269 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PIE 0'- 0.0" TO 23'- 4.0" V NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)- 320.0 LBS @ 17'- 4.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -588/ 2015V -49/ 57H 5.50" 3.22 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 23'- 4.0" -544/ 1895V 0/ OH 5.50" 3.03 KDDF ( 625) OVERHANGS: 12.0" 0.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ** For hanger specs. - See approved plans 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacipg. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.155" @ 11'- 8.0" Allowed - 1.121" MAX TL CREEP DEFL = -0.305" @ 11'- 8.0" Allowed = 1.494" MAX BORIZ. LL DEFL - 0.043" @ 22'- 10.5" MAX HORIZ. TL DEFL = 0.070" @ 22'- 10.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.3, MWFRS(Dir), load duration factor-1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 5-11-11 11-04-10 5-11-11 T T T T 3-00-12 2-10-15 5-08-05 6-01-08 2-05-12 3-00-12 T 1' 43200 T 12 3cQ0# T 12 6.00 M-4x8 M-5x6 Q 6.00 M-3x10 4 5 6 T2 M-1.5x3 M-1.5x3 3 Oil 434 ro O 2 ' 9 o T 11 **8 O M-3x8 M-3x10 0'25" M-3x10 M-3x8 0 M-7x8(S) y 5-04-12 y 6-03-04 y 6-03-04 y 5-04-12 y QED P R Oxy' y1-00y 23-04 �� NGINE .`9/0 't' 89200PE 9r JOB NAME : 17461 WESTWOD PL-2747L - CH1 Scale: 0.3009 4. WARNINGS: GENERALNGTEB, unlesson the'motes 111-7, OREGON w� Truss: CH 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 ii y ��A A.and Wamings before construction commences. building component.Applicability of design parameters and proper 2.2v4 compression web bracing must be installed where shown*. inearporetion of component is IM responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at O 14 1 `{� is the responsibility of the erector.Additional permanent bracing of 7 o.c.end et 10'o.c.respectively unless braced throughout theirlengtl,by � VVa structure is Me responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 1 R R It-\- DATE: 7/16/2015 the overall structure 3.ac Impact bridging or lateral bracing required where shown F 4 SEQ. : K13 0 910 4 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 bads greater than 5.Design assumes busses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. end are for'dry condition.ofuse. 5.CompuTne has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if cossary. EXPIRES: 12/31/2015 hMicetion,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. July 16,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 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./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC • LUMBER SPECIFICATIONS TRUSS SPAN 23'- 4.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KODF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 9=(-356) 1375 3- 9=(-119) 155 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1633) 439 9-10=(-299) 1424 9- 4=( -46) 379 WEBS: 2x4 KDDF STAND 3- 4-(-1455) 372 10- 8-(-345) 1381 9- 5=(-235) 140 LOADING 4- 5=(-1255) 365 5-10=(-226) 132 - TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6-(-1256) 354 6-10=( -60) 380 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1457) 366 10- 7=(-125) 155 TOTAL LOAD = 42.0 PSF 7- 8-(-1638) 433 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL - 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -166/ 1099V -70/ 77H 5.50" 1.76 KDDF ( 625) OVERHANGS: 12.0" 0.0" 23'- 4.0" -123/ 979V 0/ OH 5.50" 1.57 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -I'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.056" @ 11'- 8.0" Allowed = 1.121" MAX TL CREEP DEFL - -0.111" @ 11'- 8.0" Allowed = 1.494" MAX HORIZ. LL DEFL = 0.024" @ 22'- 10.5" MAX HORIZ. TL DEFL = 0.040" @ 22'- 10.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 7-11-11 7-04-10 7-11-11 1' T T 1' 3-11-12 3-11-15 3-08-05 3-11-08 3-08-12 3-11-12 T T T T T T T 12 12 6.00 M-4x6 M-4x6 Q 6.00 4 M-3x4 6 5 NW M-1.5x3 M-1.5x3 3 7 M co O IMN Al 1 1 _ O o M-3x4 9 0.25" M-3x8 M-3x4 **6 o M-5x8(S) y 7-06-12 y 8-02-08 y 7-06-12 y tiPR0pes,, 1-00y 23-04 "`? ,iNGINEfiR /o'v1' 89200PE -Yr" JOB NAME : 17461 WESTWOD PL-2747L - CH2 ,- /111"001411", Scale: 0.2634 --......- WARNINGS: WARNINGS: GENERAeNOTEb, tinupon ponhhotherwise noted: 'l'l OREG Truss: CH 2 1.Builder and erection construction for should be adwsed of all General Notes 1.This design is based only upon the parameters shown end is for an individual /!// and 1Namings before consm,aon commences. building component Applicability of design parameters and proper 2.2b4 compression web bracing must be instated where shown 5. incorporation a component s n»responsibility or the building designer. /O '9 Y 14 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at DATE• 7/16/2015 m the responsibilityof heeerector.Additional permanent bracing of 7 nitnon.end at ea hin respectively ply unlessod sheathing(TC) (TC)and/or rheic brgM) I sonanuot sheathing suchb plywood required hexes aw/a arywan(Bc). '✓/�' i ry` sponsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1--1 SEQ. : 1413 0 910 5 4.No lad should be applied to any component until after all bracing and 0.Installation of truss is the responsibility of the respectve contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component and are for'dry condition"of use. 5.CompuTnrs has no control over soil assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if s�ry. EXPIRES: 12/31/2015 tebricatien.handling,a subjecent t to elindtienerwmptsby 7.signassumeb adequate drainage is provided. July 16,2015 6.This design W furnished subjectto the limitetrons set fort,by 8.Plates shall be located on both races of truss,and placed so their center TPINVECA in BCSI,capias of which will be famished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,InciCompuTrus Software 7.6.7(1 L)-E 111 For basic connector plate design values see ESR-1311,ESR-1966(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC ..LUMBER SPECIFICATIONS TRUSS SPAN 23'- 9.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-6778) 1412 1- 8=(-1212) 5956 8- 2=( -182) 124 11- 6=(-236) 982 BC: 2x8 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-6829) 1509 8- 9=(-1216) 5962 2- 9=( -230) 916 6-12-(-219) 132 WEBS: 2x9 KDDF STAND 3- 9=(-6069) 1370 9-10=(-1478) 7198 9- 3=( -554) 2588 LOADING 4- 5-(-6594) 1999 10-11-(-1978) 7198 9- 4=(-2316) 552 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-7434) 1648 11-12-(-1332) 6458 10- 4-( -800) 3528 •' BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-7336) 1542 12- 7=(-1328) 6452 9-11=(-1529) 364 TOTAL LOAD = 92.0 PSF 5-11=( -616) 2840 NOTE: 2x9 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg)( 9) OCATIOG MAX VERT MAX TOZ BRG SQIIBRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED @@ADDL: BC CONC LL+DL= 5156.0 LBS 9 12'- 3.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -699/ 3929V -87/ 87H 5.50" 5.98 RODE ( 625) _,- LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 23'- 4.0" -762/ 3692V 0/ OH 5.50" 5.91 KDDF ( 625) ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Attach 2 ply with 3"x.131 DIA GUN '�II nails staggered: BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 asf) uplift at 24 "oc spdCing. \n/ 9" oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc on 2 row(s) throughout 2x8 bottom chords, MAX LL DEFL = 0.088" 8 12'- 0.0" Allowed = 1.121" 9" oc in 1 row(s) throughout 2x9 webs. MAX TL CREEP DEFL = -0.279" 8 12'- 0.0" Allowed = 1.994" ** For hanger specs. - See approved plans MAX HORIZ. LL DEFL = -0.020" 9 22'- 10.5" **HANGER BY OTHERS TO APPLY CONC. MAX HORIZ. TL DEFL = 0.099" 8 22'- 10.5" LOAD(S)EQUALLY TO ALL MEMBERS. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, 9-11-11 End vertical(s) are exposed to wind, 3-04-10 9-11-11 Truss designed for wind loads f f f f in the plane of the truss only. 5-05-08 4-06-03 2-00-05 1-07-08 4-03 5-05-08 f T T T T T T 12 12 6.00 M-5x6 M-5x8 6.00 3 M-3x8 5 M-3x4M-3x4 2 0 • • Mo 1 ', © 7 r1 Z. II 10 11 12 ** 1 O M-3x8 M-1.5x3 0'25" M-4x12 M-3x8 M-1.5x3 M-3x8 0 =M-10x10(S) )' ,1' )' ?+ 5156# ? ? ? 5-03-12 4-03 2-05-04 1-09-04 4-03 5-03-12 CEO PR OFF ? 23-04 ? ,_,...7 "4"...._,�NGINE�c��'i02 :9200P 9r JOB NAME : 17461 WESTWOD PL-2747L - CH3 0P __--Z___Th �� Scale: 0.2908 '� WARNINGS: GENERAL ignisb unless yupotherwise aramete -7 OREGON lr/ Truss: CH3 1.andWand emotioncontractor onco bencNsadofall GenerelNotes This ldesignipnet. and J4/' and Warnings before construction commences. building component.Applicability of design parameters and proper L ,1, 7 2.2x4 compression web bracing must be installed where shown*. incorporation of component is the responsibility of the building designer. '712h\ 3.Additional temporary bracing to insure Mobility during construction 2.Design assumes the cop and bottom dards to be laterally t their at O A 1 \vJ a the responsibility of the erector.Additional permanent bracing of 7 a.c.and at ea oc.respectively unless brand throughout their angM byiliV !1 DATE: 7/16/2015 the overall structure is the responsibility of the building designer. 2 Impacts sheathing or etch bowis ng requirede sheatwhere shown and/5 drywall(BC). t7�'�\ V 3.2z bridging or lateral bracing ba f� {1' SEQ.: Ki3 0 910 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 S Design assumes busses are to be used ina noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes NII beanrg at all supports shown.Shim or wedge if EXPIRES: 12/31/2015 fabrieation,handling,shipment and installation of components. mammary. 7.Design hallbassumes caedon othfaeiopruss,a JUIy 16,2015 8.This design is furnished subject to tips timhatiora set torts by 8.Plates shell be located on bots faces of base,and placed co their center TPIANfCA in SCSI,copies of which wit be tumished upon request lines coincide with joint center lines. 9.Digits indicate size of pate in inches. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E 1D.For basic connector pate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M ^ LUMBER SPECIFICATIONS TRUSS SPAN 11'- 6.9" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 50 2-6=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-200) 109 3-4=( -93) 35 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -34) 17 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 376V -49/ 202H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -164/ 355V 0/ OH 1.50" 0.45 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -91/ 179V 0/ OH 1.50" 0.23 KDDF ( 625) 11'- 6.9" -11/ 30V 0/ OH 1.50" 0.05 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacilag. 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 - -0.030" @ 2'- 11.9" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.049" @ 2'- 11.9" Allowed = 0.596" 5 MAX HORIZ. LL DEFL = -0.002" @ 11'- 6.2" MAX HORIZ. TL DEFL = -0.002" @ 11'- 6.2" � ) y � Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00 [7' ° Wind: 190 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 3 0 I O th 0 /- c O 1 2�� 6 3� o M-3x4 J' 1-00 y 6-00 y 5-06-15 y ��RO PROk- .S !PROVIDE FULL BEARING;Jts:2,6,3,9,5 I `� G,I N ': 9 d'j0 C6' 444 89200PE �r JOB NAME : 17461 WESTWOD PL-2747L - CJ6 Scale: 0.9288 ar /�_ / WARNINGS: G. hied design unyus potherwisetaramter 'O OREGON 1�,� �� TruSS• CJ6 Builder and erection contras orshouldbeadv sed of all General Nates Thisdesign lebased only upon he parametersshown and isfor an individual J s ` and Warnings before construction commences. building component.Applicability of design parameters and proper A ya •` 2.Z�9 compression web bracing must be installed where shown i. incorporation of component is the responsibility of the building designer. L'6 4 1- 14 t �y O` �4 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at / (r M the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 7/16/2015 the overall ew b re is the recontinuous sheathing such as plywoodrequired sheathing(TC)and/or drywall(BC). � i R 1�\ aponsibaity of the building designer. 3.Di Impact bridging or lateral bracing where shown++ �r SEQ. : K 13 0 910 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 noncorrosive environment, TRANS I D: LINK design loads be applied to any component. end are for'dry condition"of use. 5.CompoTrus has no control over and assumes no responsibBaty for the 8.Design assumes roll bearing at all supporta shown.Shim or wedge if EXPIRES: 12/31/2015 fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. July 16,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINVICA in BCS!.copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 1 7.6.7-SP2 L-E 9.Digits indicate size 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 LUMBER SPECIFICATIONS TRUSS SPAN 21'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq-1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-213) 1199 3- 8-(-293) 211 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-1927) 320 8- 9=) -97) 792 8- 4=(-107) 965 WEBS: 2x4 KDDF STAND 3- 4=(-1250) 329 9- 6=(-242) 1194 4- 9=(-107) 465 LOADING 4- 5=(-1250) 329 9- 5-(-293) 211 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE 5- 6=(-1927) 320 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7-( 0) 50 TOTAL LOAD = 92.0 PSF OVERHANGS: 12.0" 12.0" LL - 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX BORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -161/ 996V -105/ 105H 5.50" 1.59 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 21'-II-- 0.0" -161/ 996V 0/ OH 5.50" 1.59 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1SPSF LIVE LOAD. TOP LI:OND. 2: Doman rubrau.-a�..s .1'-5 -�) -.� - g. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. _.... ....,-,•,....4•14.,..... - VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.039" @ 13'- 9.8" Allowed = 1.004" MAX TL CREEP DEFL = -0.079" @ 13'- 9.8" Allowed = 1.339" MAX LL DEFL = 0.002" @ 22'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 22`- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL - 0.016" @ 20'- 6.5" 10-06 10-06 MAX HORIZ. TL DEFL - 0.027" @ 20'- 6.5" T < T Design conforms to main windforce-resisting 5-06-04 4-11-12 4-11-12 5-06-09 system and components and cladding criteria. 12 Wind: 140 mph, h=23.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 6.00 p M-9x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Q 6.00 load duration factor=1.6, 4.0" End vertical(s) are exposed to wind, 4 ,y-,/ Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 llpillIllr/\" 5 co o o I n MI 1 2 - I 8 9 -6 0 0 M-3x4 0.25" M-3x4 M-3x4 0 M-5x6(S) y 7-02-03 y 6-07-11 y 7-02-03 y CEO PROFF y1-00 y 21-00 y1-00 y �.��NGIN�F `�/O2 �• :9200PE 9r JOB NAME : 17461 WESTWOD PL-2747L - E1 �� Scale: 0.3085 t� / _. WARNINGS: GENERAL NOTES, unless otherwise noted: © OREGON CC Truss: E 1 1.Balder 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 -� t jV and Warnings before construction mammas. building component.Appliobility of design parameters and proper L1:./N 4.f 20\b �A 2.204 compression web bracing must be instilled where shown 4. incorporation of component is do responsibility of the building designer. Q 1.. ' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom Morris to be laterally braced at 7 'e'�.y is tlx responsibility of the erector.Additional permanent bracing of 2'o.c.and at 1d o.c.respectively unless braced throughout their length by /� 'e' ' 2' DATE: 7/16/2015 the overall sm,cwre is the responsibility of the building designer. continuous sheathing such as plywood required sheathing(TC)andfor drywan(BC). `R R I I-\- 3.20 Impact bridging or lateral bracing where shown i i SEQ.: K13 0 910 8 4.No bad should be applied to any component until after all bluing g and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment. TRANS I D: LINK design loads be applied to any component. and are for'dry condition"of use. 5.CanWTrus hes no control over and assumes no responsibifrty for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2015 .--q. fabrication,handling,shipment and installation of components. 7.Deigsumes adequate drainage is provided. July 16,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of buss,end placed so their center TPIMRCA in BIS!,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(114-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 21'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2-10=( -384) 2506 10- 3=( 0) 94 BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2912) 508 10-11=) -386) 2506 3-11=( -164) 92 WEBS: 2x9 KDDF STAND 3- 4=(-2742) 538 11-12-( -368) 2402 11- 4=( -12) 160 LOADING 4- 5=(-2500) 540 12-13-) -664) 3664 4-12=( -332) 164 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2506) 542 13-14=(-1398) 6828 5-12=( -420) 2022 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-4284) 898 14- 8=(-1430) 6982 12- 6-(-2236) 528 TOTAL LOAD = 42.0 PSF 7- 8=(-8034) 1706 6-13=( -466) 2248 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 50 13- 7=(-3624) 844 ( 2 ) complete trusses required. LL = 25 PSF Ground Snow (Pg) 7-14=) -828) 3858 Attach 2 ply with 3"x.131 DIA GUN @@ADDL: BC CONC LL+DL= 4033.0 LBS @ 16'- 10.5" )0] BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA nails staggered: 9" oc no 1 row(s) throughout 2x4 top chords, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF INC 2012 AND INC 2012 NOT BEING MET. 0'- 0.0" -327/ 1717V -104/ 1048 5.50" 2.73 KDDF ( 625) 9" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc 21'- 0.0" -937/ 9318V 0/ OH 5.50" 6.91 KDDF ( 625) in 1 row(s) throughout 2x9 webs. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.100" **HANGER BY OTHERS TO APPLY CONC. MAX TL CREEP DEFL = -0.001. @ -1'- 0.0. Allowed = 0.133" MAX LL DEFL = 0.051" @ 17'- 0.0" Allowed = 1.009" LOAD(S)EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.162" @ 13'- 10.7" Allowed = 1.339" MAX LL DEFL = 0.001" @ 22'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ 22'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.014" @ 20'- 6.5" MAX HORIZ. TL DEFL = 0.034" @ 20'- 6.5" 10-06 10-06 '1' T ,I Design conforms to main windforce-resisting system and components and cladding criteria. 9-01=12 3=03 3-01-04 3=01-09 3-03 4-01-12 T T T T T T f Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 M-4x6 load duration factor=1.6, Q 6.00 End vertical(s) are exposed to wind, 4.0" Truss designed fox wind loads 5 in the plane of the truss only. 0 M-3x9 M-3x5 4 6 M-3x4 M-3x8 3 7 44,4 O a aho e� - M a lie, O II MC M44444 10 11 12 13 14 8 9 0 O M-3x4 M-1.5x3 M-3x4 0'25" M-3x6 M-4x8 M-3x10 0 M-7x8(S) b * * , l4033# b 4-00 3-01-04 3-04-12 3-04-12 3-01-04 4-00 �9ED P R Ok-e, y1-00y 21-00 y1-0oy �<�G`yGIiN "F�i s/4,y �� 89200PE v� JOB NAME : 17461 WESTWOD PL-2747L - EGIRD ��� Scale: 0.2835 WARNINGS: G.ThiAe isb unyupontheepararn ta, OREGON 1�, L Truss: E GIRD i.Builder and erection contractor should be advised orae General Notes 1.This design is based only upon the parematare shown and is for an individual 7 t,. '\� and Warnings before cons action commences. building component.Applicability or design parameters and proper N 2.204 compression web bracing must be instated where shown+. incorporation of component is the responsibility of the building designer. /O Y h 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be Iatsrufy braced at 2.0 t�� is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'a.c.respectively unless braced throughout their length by �A . Qsr DATE: 7/16/2015 the overall ewaure is the responsibility continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). '✓j R Filo_ V aponsi ity of the building designer. a Dt Impact bridging or lateral bracing where shown++ `a SEQ. : K13 0 910 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 we complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads beappliedtoany component. and are for"dry condition.of use. 5.CompuTrve hes no control over dna assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if wary. EXPIRES: 12/31/2015 fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. July 16,2015 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 TPIMTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 8.Digits indicate size of plate in inches. MITek USA,InoiCompuTrus Software 7.6.7(114-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-666) 162 1-5=(-352) 523 5-2=( 0) 282 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-212) 130 5-6=(-354) 519 2-6=(-611) 344 WEBS: 2x4 KDDF STAND 3-4=(-131) 123 6-4=)-151) 310 LOADING - TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Unbalanced live loads have been 0'- 0.0" -64/ 518V -90/ 222H 5.50" 0.83 KDDF ( 625) considered for this design. LL = 25 PSE Ground Snow (Pg) 12'- 2.0" -78/ 504V 0/ OH 5.50" 0.81 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacihg. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.070" @ 11'- 8.0" Allowed = 0.562" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = 0.066" @ 11'- 8.0" Allowed = 0.750" MAX HORIZ. LL DEFL = -0.007" @ 11'- 10.5" MAX HORIZ. TL DEFL = 0.008" @ 11'- 10.5" Design conforms to main windforce-resisting 11-08 0-06 system and components and cladding criteria. Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6-06 5-06-04 0-01-12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T 'f ft load duration factor=1.6, 12 12 End vertical(s) are exposed to wind, 6.00 Q 6.00 Truss designed for wind loads in the plane of the truss only. IIM-4x4 LN -1.5x4 Win M M-4x6 2 CG O N rn O 1 = 5 -, I M-3x4 M-1.5x3 M-3x6 •6 y y l 6-04-04 5-09-12 QED PR0-4.. y 12-02 y ��� GINEF, `rj©2 444 4 89200PE 9r JOB NAME : 17461 WESTWOD PL-2747L - D2 • r Scale: 0.2961 -� � WARNINGS: GENERAL NOTES, unless otherwise noted: Truss: D2 1.guilder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameter:shown and is for an individual -7, 4,OREGON and Warnings before construction commences. building component Applicability of design parameters and proper 2.2u4 compression web bracing must be installed where shown+ incorporation of component is me responsibility of me building designer. /Q =' y 1 4 2O` 3.Additional temporary bracing to insure stability during construction 2.Design aswmes the top and bottom chords c be laterally braced at 1 G �A 2'o.c.and at 10'ea Ding respectively unless braced throughout their length), /1/ R ' ' `_ h the responsibility of H.erecter.Additional permanent bracing of continuous sheathing such as plywoodoiredsg(TC)and/or drywall(BC). r✓� ['7Ui y 4 DATE: 7/16/2015 the overall sbucture is the responsibility of the balding designer. 3.W Impact bridging or lateral bracing required where shown++ fi l��+ SEQ. : K 13 0 9111 4.No load should be applied to any component until after all bracing and 4.Installation of Inns is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a noncorrosive environment TRANS I D: LINK design mads be applied to any component and are for'dry condmoni of use. 5.Com Trus has no control over and assumes no r 8.Design assumes hill bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2015 W responsibility ummq tebrirahon,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. July 18,2015 6.This design a furnished subject to the limitations set forth by S.Plates shall be located on both faces of buss,and placed so their center TPIM/TCA in SCSI,copies of which will be furnished upon request lines coincide with joint center Imes. a Digits indicate sire of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 12'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-650) 216 1-6=(-373) 517 2-6=(-373) 270 BC: 2x4 RODE #1&BTR SPACED 24.0" O.C. 2-3=(-296) 110 6-7=( -84) 113 6-3=( -69) 210 WEBS: 2x4 KDDF STAND 3-4=( 0) 0 6-5=(-222) 515 LOADING 3-5=(-200) 124 5-7=(-564) 254 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"00 UON. FOR LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -63/ 524V -75/ 190H 5.50" 0.84 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED 12'- 2.0" -74/ 498V 0/ OH 5.50" 0.80 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacipg. .. For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.013" 9 5'- 4.8" Allowed = 0.562" MAX BC PANEL TL DEFL = -0.092" 9 4'- 5.9" Allowed = 0.603" MAX HORIZ. LL DEFL = -0.006" 9 12'- 0.2" MAX HORIZ. TL DEFL = 0.006" 9 12'- 0.2" 10-04-08 1-09-08 Design conforms to main windforce-resisting 4' '1' 4' system and components and cladding criteria. 5-05-09 4-08-11 1-11-13 .� ,r ,r Wind: 140 mph, h=23.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=1.6, 6.00 M-4x6 End vertical(s) are exposed to wind, 34 M-3x4 Truss designed for wind loads 55 in the plane of the truss only. -/ ems M-1.5x3 2 4« 11111111 I N O in M ,-1 1+ 6 ** 7 o M-3x4 M-3x8 M-1.5x3 1 1 1 10-00-07 2-01-09 PR 1 12-02 1 gp NE€�5>299200PE r JOB NAME : 17461 WESTWOD PL-2747L - D3 ...4.01111111 Scale: 0.3737 _ / mmAmw //''''7 �� WARNINGS: GENERAL NOTES, unless otherwise a foar noted' ©REGVN �� Truss: D 3 S° r and erection^antra o should be advised ofae General Notes is design based only upon the paras shown and is or an indi duel /.A and Warnings before construction commences. building component.dpplioabiliny of design parameters and proper Z* s ��A� �� 2.2t4 compression web bracing must be installed where shown., incorporation o(component is the responsibility of the building designer. db '1 14 t 3.Additional tem2 Design assumes the fop and bottom chords m he laterally braced at �A temporary bracing to insure stability during construction T oz.and at 10.ac.respectively unless braced throughout10' is is the responsibility of the erector.Additional permanent bracing of sod,e plywood their length by DATE: 7/16/2015 me overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /..R R I y t 3.In Impact bridging or lateral bracing required where shown.. f�fl l..{� SEQ.: Ki3 0 9112 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contactor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component and are for'dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �asary. EXPIRES: 12/31/2015 fobs design nafurnis shipment and installation hm:tarcomponents. 7.Design assumes adequate drainage is provided. July 16,2015 6.This design is furnished subject m the limitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center TPINJTCA in SCSI.copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1888(MRek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 21-00-00 GIRDER SUPPORTING 12-02-00 FROM 4-00-00 TO 12-10-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR 21-00-00 GIRDER SUPPORTING 23-04-00 FROM 12-10-00 TO 18-00-00 1- 2=(-10236) 2220 1- 8=(-1932) 10518 8- 2=( -178) 1048 11- 6=(-2288) 490 BC: 2x8 KDDF SS LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=( -9106) 2042 8- 9=(-1924) 10478 2- 9=(-1178) 234 6-12-( -466) 2300 WEBS: 2x4 KDDF STAND; 3- 4=( -8192) 1882 9-10=(-1720) 9502 9- 3=( -212) 1216 2x4 DF STAND A; LOADING 4- 5-( -8192) 1882 10-11=(-2300) 11974 3-10=(-1370) 278 - 2x4 KDDF STUD B; LL = 25 PSF Ground Snow (Pg) 5- 6-(-12164) 2760 11-12=(-2776) 14120 10- 4=(-1616) 7098 2x6 KDDF #2 C TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 21'- 0.0" V6- 7-(-14412) 3196 12- 7=(-2794) 14208 10- 5-(-5226) 1184 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 4'- 0.0" V 5-11=(-1226) 5540 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 127.1)+DL( 106.4)- 233.5 PLF 4'- 0.0" TO 12'- 10.0" V • BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)- 20.0 PLF 12'- 10.0" TO 21'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC UNIF LL( 266.7)+DL( 181.3)- 448.0 PLF 12'- 10.0" TO 18'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -1123/ 5175V -3675/ 3675H 5.50" 8.28 KDDF ( 625) _r ADDL: BC CONC LL+DL= 986.0 LBS @ 4'- 0.0" 21'- 0.0" -1634/ 7363V -3675/ 3675H 5.50" 11.78 KDDF ( 625) ( 2 ) complete trusses required. @@ADDL: BC CONC LL+DL= 3692.0 LBS @ 12'- 10.0" Attach 2 ply with 3"x.131 DIA GUN @@ADDL: BC CONC LL+DL= 1895.0 LBS @ 17'- 0.0" nails staggered: \n/ 9" Sc in 1 row(s) throughout 2x4 top chords, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Design/X\/X\ 9" oc in 2 row(s) throughout 2x8 bottom chords, REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Di n checked for net(-5 9" oc in 1 row(s) throughout 2x4 webs, 4 psf) uplift at 24 "oc spacing. 9" oc in 2 row(s) throughout 2x6 webs. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.121" @ 13'- 8.9" Allowed = 1.009" MAX TL CREEP DEFL = -0.355" @ 13'- 8.9" Allowed = 1.339" MAX HORIZ. LL DEFL - -0.028" @ 20'- 6.5" **HANGER BY OTHERS TO APPLY CONC. MAX HORIZ. TL DEFL - 0.066" @ 20'- 6.5" LOAD(S)EQUALLY TO ALL MEMBERS. 10-06 10-06 ICOND. 3: 3675.00 LBS SEISMIC LOAD. T T T Design conforms to main windforce-resisting 4-05-07 3-01-03 2-11-07 2-11-07 3-01-03 9-05-07 system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 6.00 2 M-5x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Q 6.00 load duration factor-1.6, 6"0" End vertical(s) are exposed to wind, 4 ,(,....../ Truss designed for wind loads in the plane of the truss only. M-5x6 allEM-5x6 0 AVM-3x5 M-3x5 2 6 11* B M-6x16 M-6x16 t 1 {- 1 8 mo 9 10 11 12 - f7 0 c, M-3x5+ M-3x10 M-7x10 0.25" M-7x10 M-3x10 M-3x5 © M-10x10(S) +986# ). , +3692# ,+1895# 9-03-11 2-11-07 3-02-15 3-02-15 Y 2-11-07 9-03-11 y ckED P R OFF 1 21-00 y ��NGINL�, `�`S/p472 89200PE tet" JOB NAME : 17461 WESTWOD PL-2747L - DGIRD Scale: 0.2931 (�'} t / WARNINGS: GENERAL NOTES, untess otherwise noted: p / Truss: DGIRD 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/ 0- ON N A �� -v end Wamings before construction commences. building component Applicability of design parameters and proper ineorperation of component is the responsibility of Me building designer. <O "n7 1' f2.0 A Vo '�� 2.2t4 compression web bracing must be installed where shown+. nr14, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords be laterally braced at m the responsibility of the erector.Additional permanent bracing of 2'cite.and at 10.ate.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)(TC)an and/or drywall(SC). ilie 11(7 11 I`L._l + L DATE: 7/16/2015 the overall structure is the responsibility W the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : K 13 0 9113 4.No bad should be applied to any component until after all bracing and 4.Installation of buss a the responsibility of the respective contractor. fasteners are complete and at no time should any bads greeter than 5.Design assumes busses are to be used in a noncorrebve environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition"of use. 5.Com Trus has no control over and assumes no ro 6.Design assumes Tull bearing at all supports shown.Shim or wedge 8 EXPIRES: 12/31/2015 W aponaibility for the rbcasgary fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. July 1 6,201 5 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA in SCSI,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MITek USA,IRC./CornpuTrus Software 7.6.7(1L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 12-02-00 MONO HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1969) 354 1-5=(-333) 1293 2-5=( -208) 205 BC: 2x6 KDDF #1&BTR 2-3-(-1255) 311 5-6=( -57) 89 5-3=( -952) 399 WEBS: 2x9 KDDF STAND LOADING 3-4-(-1110) 312 5-9-) -324) 1389 _ LL = 25 PSF Ground Snow (Pg) 4-6=(-1316) 493 TC LATERAL SUPPORT <- 12"OC. UON. TC UNIF LL( 50.0)+DL( 19.0)= 64.0 PLF 0'- 0.0" TO 8'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0" TO 12'- 2.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC UNIF LL( 0.0)+DL( 50.0)- 50.0 PLF 0'- 0.0" TO 12'- 2.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -115/ 986V -56/ 191H 5.50" 1.58 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC CON. FOR TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" 12'- 2.0" -455/ 1398V 0/ OH 5.50" 2.24 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci^g. ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.055" @ 8'- 0.0" Allowed - 0.562" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.090" @ 8'- 0.0" Allowed - 0.750" MAX HORIZ. LL DEFL = 0.005" @ 12'- 0.2" 7-11-11 4-02-05 MAX HORIZ. TL DEFL = 0.007" @ 12'- 0.2" f '1 T Design conforms to main windforce-resisting 4-03-08 3-08-03 4-02-05 system and components and cladding criteria. T - 4597.300 T 12 Wind: 140 mph, h-22.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 6.00 M-4x6 (ALL Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dix), load duration factor=1.6, 3 M-3x5 End vertical(s) are exposed to wind, 4 Truss designed for wind loads -, in the plane of the truss only. ee11 I1 se M-1.5x3 2 Ar. o 0 O GiG O iI o f- ��, I 1* 5 ** 6 O M-3x4 M-3x10 M-1.5x3 l )' 1 7-06-12 4-07-04 1 y 12-02 ��Ep PR Op4-, �NGINEFR /© 89200PE �� JOB NAME : 17461 WESTWOD PL-2747L - DH1 -411111.11 Scale: 0.9612 - i WARNINGS: G. hb deNGTEb, any upon the mete OREGON\b' Truss: DH11Balder endo action contractor should be advisedo all General Nobs Th sdesign is based only upon the pa amee sshown and is or an individual y1�� and Warnings before construction commences. building component.Applimbility of design parameters and proper N 2 2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. <O /Cr 1 t ,.y O�. 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom charts to be laterally braced at / 14 L 0.' 2'o.c.and at 10'o.c.respectively unless braced throughout their b by . C_ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood weed ng(TC)anNor drywall BC). 4.f .1:? /..[7 A I L DATE: 7/16/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or labral bracing required where shown t c f1� SEQ. : Ki3 0 9114 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for'dry condition'of use. 5.ComWTr�has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if ry. EXPIRES: 12/31/2015 fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. July 16,2015 6.This design N famished subject to the limitations set forth by 8.Plates shall be boated on both faces of truss,and placed so their center TPINtrfCA in BCSI,copies of which will be fomished upon request. fines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-131 t.ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC • LUMBER SPECIFICATIONS TRUSS SPAN 12'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-668) 220 1-5-(-362) 536 2-5-(-350) 246 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-332) 117 5-6-( -82) 109 5-3=( -74) 178 WEBS: 2x4 KDDF STAND 3-4=(-233) 128 5-4=(-199) 494 LOADING 4-6=(-533) 234 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF • BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -64/ 524V -72/ 182H 5.50" 0.84 KDDF ( 625) I NOTE: 2x4 BRACING AT 24"OC VON. FOR LL = 25 PSF Ground Snow (Pg) 12'- 2.0" -71/ 498V 0/ OH 5.50" 0.80 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 MAX LL DEFL - 0.012" @ 5'- 0.7" Allowed = 0.562" MAX BC PANEL TL DEFL - -0.118" @ 4'- 7.8" Allowed = 0.571" MAX HORIZ. LL DEFL = -0.006" @ 12'- 0.2" 9-11-11 2-02-05 MAX BORIZ. TL DEFL = 0.006" @ 12'- 0.2" 4' 1' T 5-01-08 4-10-03 2-02-05 Design conforms to main windforce-resisting 4' T T 4' system and components and cladding criteria. 12 6.00 M-4x6 Wind: 140 mph, h=23ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, M-3X4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, :Me -/ End s al(s) are exposed to wind, C� W Truss designed for wind loads in the plane of the truss only. M-1.5x3 2 c 0 iRi 0 hn Ml I t illikhllkla... PAI [6411=1.1M111111= inimim6mimimomma All 1 L 5 ** 6 0 M-3x4 M-3x8 M-1.5x3 J• 1 1 9-06-12 2-07-04 J' 12 oz y ,`3��0AGI NE?q`,5 0 X444 2-9 89200PE 1.-- JOB NAME : 17461 WESTWOD PL-2747L - DH2 Scale: 0.3862 _ WARNINGS: GENERAL NOTES, unless yupon the ise e,00,ee: -7 4 OREGON ��� 1.Builder and erection corMador should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an indiadual Truss: DH2 and Warnings before cunsbuction commences. buildingGr component.Applicability of design parametersyoftand proper 2.204 compression web bracing must be installed where shown«. incorporation of component is the responsibility of the building designer. ry(�` �4 3.Additional temporary bhang to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �Q Y 4 1 V a the responsibility of erecter.Additional 7 o.c.and at 10'op respectively unless braced throughout their length by A4///��� V sponsi hty o permanaM bracing or continuous sheathing such as bracing plywood cited ng(TC)and/or drywall(BC). -"/�R UI I v DATE: 7/16/2015 the overall structure is the responsibility of the building designer. 3.2e Impact bridging or lateral l� pa giyofherepresheco«« SEQ. : Ki3 0 9115 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 busses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component and are for"dry condition'of use. 5.CompuTnre has co control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary. EXPIRES: 12/31/2015 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. July 16,2015 6.This design is furnished subject to the limitations set forth by S.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(0) 50 2-4-(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(0) 61 TC LATERAL SUPPORT <= 12"01. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -71/ 286V -7/ 47H 5.50" 0.46 KDDF ( 625) 1'- 10.9" -142/ 136V 0/ OH 1.50" 0.22 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 64V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacihg. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL - 0.002" @ 1'- 0.0" Allowed = 0.097" MAX TC PANEL TL DEFL - -0.005" @ 1'- 1.5" Allowed = 0.145" 1-11-11 MAX BC PANEL LL DEFL = 0.011" @ 3'- 6.6" Allowed - 0.350" f 4' MAX BC PANEL TL DEFL = -0.075" @ 4'- 4.8" Allowed - 0.467" 12 MAX HORIZ. LL DEFL - -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL - 0.000" @ 1'- 10.9" 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 3 -/ o ti O I - - O c 1 2><1 2><-__4 M-3x4 ), y )' 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 ���Ep P R Q,z .. 04 NEF9 s/a, 89200PE v' JOB NAME : 17461 WESTWOD PL-2747L - DJ1j• Scale: 0.7000 MB /}� WARNINGS: GENERAL NOTES, unless otherwise noted, +d,. Truss: DJ1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual yL ,,, OREGON y. alt, ti and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be instated where shown+. incorporation of component is the responsibility of the boydsg designer. �Q " }/ '1°N O� �4 g 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary14G bracing to insure stability during construction 1 is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'on.respectively unless braced throughout their length by continuous sheathing such as plywood ng(TC)and/or drywall(BC). I R ILL DATE: 7/16/2015 the overaN structure is the responsibility of the building designer. 3.2x Impact bridging or labral bracing required where shown++ SEQ.: Ki3 0 9116 4.No bad should be applied b any component until after all bracing and 4.Installation of Inns is the responsibility of the respective contracto, fasteners are compete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, designloads be d to an t and are for"dry condition"of use. TRANS ID: LINK ^� no 1e rcom assumes 5.CompuTms has control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2015 fabrication,handling,shipment cowry. .I( .r g, pmeM and installation of components. 7.Design assumes adequate drainage is provided. July 111,20 1J 6.This design is furnished subject to the limitations set font by 8.Plates shall be located on both faces of truss,and placed so their center TPINJfCA in SCSI,copies of which will be famished upon request. lines coincide with joint center trues. 9.Digits indicate size of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.7SP2(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Wick) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-9=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-59) 61 TC LATERAL SUPPORT <- 12"OC. UON. LOADING BC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -95/ 357V -14/ 78H 5.50" 0.57 KDDF ( 625) 3'- 10.9" -153/ 139V 0/ OH 1.50" 0.22 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 70V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci{:g. VERTICAL DEFLECTION LIMITS: LL-L/290, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178" MAX BC PANEL LL DEFL = -0.012" @ 3'- 6.6" Allowed = 0.350" MAX TC PANEL TL DEFL = -0.026" @ 2'- 2.2" Allowed = 0.369" MAX BC PANEL TL DEFL = -0.111" @ 4'- 4.8" Allowed = 0.467" 3-11-11 a' MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 12 Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 Truss designed for wind loads in the plane of the truss only. 0 c 0 c9 EliO 0 1 2�� ��4 14-3x9 b y y 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 1 8-00 796 'PEF,Q `r/O 89200PE t' JOB NAME : 17461 WESTWOD PL-2747L - DJ2 Scale: 0.6125 4411111!1°:11. ,0111111 /11A WARNINGS: GENERAL NOTES, unless othentisenoted: • OREGON L(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 -7/ % �OA �I Truss: DJ2 and Warnings before concoction commences, building component.Applicability of design parameters and proper 4... `d' /` 2.2s4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. /O q 14 3.Additional temporary bracing to insure stability during construction 2.Design assumes the foe end bottom chords b be laterally braced at f �(� e the responsibility of the erecter.Additional permanent bracing of 7 o.c.and at 10'o.c.respectively unless braced throughout their length by �jf [- DATE: 7/16/2015 the overall sweure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). "I 6 R R I L� fl 3.2a Impact bridging or Lateral bracing required where shown++ f�fl SEQ. : K1309117 4.No bad should be applied to any component until after all baring 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 busses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for'dry condition of use. 6.Design ass 5.Compul,ss hes no control over and spumes no responsibility for the assumes full bearing at all supports shown.Shim or wedge if neoeay. EXPIRES: 12/31/2015 fabrication,handing,shipment and installation of components. 7.Designnarassumes adequate drainage is provided. J U Iy I 1 6,2015 6.This design is furnished subject to the limitations set forth by S.Plates shall be located on both faces of truss,and placed so their center TPI/WVTCA in BCSI,copies of which will be fumiehed upon request. lines coincide with joint center lines. 9MiTek USA,Inc./Com uTrus Software 7.6.7-5P21L-E 10.Digits indconeiner pf late design inches.values P ( ) ,Dor basic connector size pleb design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC, 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC, 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-93) 73 TC LATERAL SUPPORT <= 12"OC. UON. LOADING - I BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -52/ 422V -22/ 110H 5.50" 0.67 KDDF ( 625) 5'- 10.9" -128/ 170V 0/ OH 1.50" 0.27 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 82V 0/ OH 5.50" 0.13 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacihg. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSE LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" 5-11-11 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" T T MAX TC PANEL LL DEFL = 0.086" @ 3'- 2.2" Allowed = 0.395" MAX BC PANEL TL DEFL = -0.149" @ 4'- 1.4" Allowed = 0.467" 12 6.00 MAX HORIZ. LL DEFL = -0.000" @ 5'- 10.9" 3 -/ MAX HORIZ. TL DEFL = -0.000" @ 5'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. c 0 rn m CD ,V 111 C, f_ 0 1 2►/ 11.-=....4 M-3x4 b > y 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 1 8-00 NS��,NGINE.,". iia ,� 2 '� 89200PE �r JOB NAME : 17461 WESTWOD PL-2747L - DJ3 Scale: 0.6125 4119':11. WARNINGS: GENERAL NOTES, unless otherwise noted: / ilk OREGON �CC Truss: DJ3 1.Builder 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 tits�.. ` and Waminga before construction commences. building component.Applicability of design parameters and proper yt •` 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. /© q 1 1 4' V RP- is4 Additional tem 2.Design assumes me top and bottom chords to be laterally braced at 3. porery bredng te iraure sbbilily during construction 7 o.c.andet 10'o.e.respectively unless braced throughout their lengthby DATE• 7/16/2 015 the responsibility Orme etecmr.Additional permanent bracing or continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). the owe!!structure is the responsibility ofth.building designer. 3.2z Impact bridging or lterel bracing required where shown.. `R R�`L SEQ. : K 13 0 9118 4.No bad shoud 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 beds greater than 5.Design assumes trusses are to be used in a noncorrosive environment TRANS ID: LINK design loads be applied to any component. and are for“dry condition.of use. 5.CompuTrus has no control ever and assumes no responsibility forme 6 Design assumes full bearing at all supports shown.Shim or wedge if EXP I RES: 12/31/2015 fabrication,handling,shipment and installation or components. 7 Smug.,assumes adequate drainage is provided. J Iy 16),2015 H.This design is furnished subject to the limitations set forth by 8.Plates shall be boated on both faces of buss,and placed so their center TPINNTCA in BCSI,copies of which will be rumished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(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: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4-(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-127) 93 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -61/ 480V -30/ 141H 5.50" 0.77 KDDF ( 625) 7'- 9.2" 0/ 1O1V 0/ OH 5.50" 0.16 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -96/ 218V 0/ OH 1.50" 0.35 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.270" @ 4'- 9.1" Allowed = 0.544" 7-11-11 MAX TC PANEL TL DEFL = -0.353" @ 4'- 5.9" Allowed = 0.817" T T MAX HORIZ. LL DEFL = -0.001" @ 7'- 10.9" 3 -/ MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 12 6.00 Design conforms to main windforce-resisting '' system and components and cladding criteria. Wind: 140 mph, h=22.Sft, 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 0 ,m o ,- I Ilio I 1 2 4 0 M-3x4 ), 1 y 1-00 'PROVIDE FULL BEARING;Jts:2,4,3 I 8-00 :9200PE c' JOB NAME : 17461 WESTWOD PL-2747L - DJ4j� Scale: 0.5625 t� WARNINGS: GENERAL NOTES, unless otherwise noted. "!'l OREGON t�r Truss: DJ 4 1.Builder and erection mnbactor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 7 y� and Warnings before construction commences. building component Applicability of design parameters and proper G y`N ,` 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional tem 2.Design assumes the top and bottom chords to be laterally braced at /O 1 4 2� �� temporary bracing to insure stability during constructlon 7 o.c.and at 10'o.c.respectively unless braced throughout their length by /A�//..,,,, 1 yY is the responsibility of the erector.Additional pemheneM bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). "f'/ (y R I V-` le S . : 7/16/2015 Me overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ `(�fl v SEQ. : Ni3 0 9119 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no lime should any bads greater then 5.Design assumes busses are to be used in a non.nonosive environment, sign loads ds be applied to an and are for'dry condition"of use. TRANS ID: LINK oa ppi ymmpo on. t 5.CompuTrus has no control over and assumes no responsibAty for the 8.Design assumes full bearing at all supports shown.Shim or wedge if ry. 1 EXPIRES: 12/31/2015 fabrication,handling,shipment and installation limitations of components. T Design assumes adequate drainage is provided. .July 1 6,2015 8.This design is famished subject to the limitations set font by 8.Plates shall be located on both faces of buss,and placed so their center TPIM?CA in BCSI,copies of which will be fumiahed upon request lines coincide with joint center lines. 9.Digits indicate size of pate in inches. MITek USA,IRC./CompuTrus Software 7.6.7-SP2(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M - LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDE #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-150) 126 3-4-) -99) 37 _ TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -30/ 442V -38/ 175H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 90V 0/ OH 5.50" 0.19 KDDF ( 625) 7'- 11.2" -209/ 491V 0/ OH 1.50" 0.63 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -93/ 29V 0/ OH 1.50" 0.05 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacihg. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.200" @ 3'- 10.8" Allowed = 0.546" MAX TC PANEL TL DEFL = -0.194" @ 3'- 10.9" Allowed = 0.820" 4 -/ MAX HORIZ. LL DEFL = -0.002" @ 7'- 11.2" MAX HORIZ. TL DEFL = -0.002" @ 7'- 11.2" 12 W Design conforms to main windforce-resisting system and components and cladding criteria. 6.00 3 Wind: 140 mph, h=23ft, 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 07 M O / aRN O , 1 ► _, 5�� 0 M-3x4 1-00 8-00 (PROVIDE FULL BEARING;Jts:2,5,3,4 I 1-11-11 ��,�Ep p(3 0r4,"ss ��5 �cNGiNE�9 /©mac' 89200PE JOB NAME : 17461 WESTWOD PL-2747L - DJ5 Scale: 0.4874 WARNINGS: G.Th deign is NOTES, any upon the iaramee: - % OREGON A.Truss: DJ5 Builder and erection c drecfor should be advised of all General Notes The design a based only upon the parameters shown and is for an individual 7G y and Warnings before conoBsoson commences. bulldog component.Applicability of design paremetars and proper a,1� 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. <Q Y4' n O` �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced et L e the responsibility of the erector.Additional permanent bracing o/ 2'o.c.and at 10"on.respectively unless braced throughout their length by DATE: 7/16/2015 the overall structure is the responsibility of the building designer. coImpact sheathinginsuch l b aline requiredsheatwhere a and/or drywell(BC). MELS C']'1 3.zx Impact brideing or lateral bracing where anown++ (�1-1 1� SEQ. : K13 0 912 0 4.No bad 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 bads greater than 5.Design assumes trusses are to be used in a non-conosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge tl EXPIRES: 12/31/2015 awry. fabrication,handing,shipment o an of w 7.Designassumes eadequatedrainage is prodded. July X 6,20156.The design is famished subject to the leilbOrB set forth by S.Plates shall be located on bahfaces osuss, and placed so their venter TPINVTCA in BCSI,copies of which will be fomished upon request linea wincida with joint center lines. 9.Digits indicate sue of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7SP2(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: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 11'- 3.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5-(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-177) 126 3-4=( -87) 36 TC LATERAL SUPPORT <= 12"OC. UON. LOADING - BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -30/ 444V -43/ 196H 5.50" 0.71 KDDF ( 625) ' LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 90V 0/ OH 5.50" 0.14 KDDF ( 625) 7'- 11.2" -206/ 461V 0/ OH 1.50" 0.59 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 3.2" -19/ 23V 0/ OH 1.50" 0.04 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci}:g. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.147" @ 4'- 5.8" Allowed = 0.546" MAX TC PANEL TL DEFL = -0.202" @ 3'- 10.9" Allowed = 0.820" MAX HORIZ. LL DEFL = -0.002" @ 11'- 2.5" MAX HORIZ. TL DEFL = -0.002" @ 11'- 2.5" 9 Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h-23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=1.6, 6.00 Truss designed for wind loads in the plane of the truss only. 3 CO "7 07 O I IliC O f 1 �� 511.- 1 O M-3x4 y 1-00 y 8-00 y 3-03-04 y ,SSp,EO PROF4�s (PROVIDE FULL BEARING;Jts:2,5,3,4I rA�J �NG1 NEe6 �O �� 89200PE ter' JOB NAME : 17461 WESTWOD PL-2747L - DJ6 Scale: 0.9186 - % _ WARNINGS: GENERAL NOTES, unless otherwise noted: O OREGON Ct Truss: DJ 6 1.Balder and Warnings or susob etono d be ne�sed m au cenerel Noma buiil design a based only ca bn y o gn parameters ar shown a n ip for an indi dual 57L/ A�y �0\� �A and err before construction should commences.ld badvis buiThis ingde coign M base Applicability upon e parameters Pare mown and proper 40, 2.2u4 compression web bracing must be installed where shown u. incorporation of component is the responsibility of the building designer. © 14 1 P 3.Additional tempora bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2 sc.and at 10 o.c.respectively unlet braced throughout their length by (/�� DATE: 7/16/2015 the overall structure a the responsibility of building designer. continuous sheathing such as plywood sheathing(TD)and/or dryvrall(BC). �"R 13 I t-\ V apons dY ng s'9 3.2K Impact badging or Sterol bracing required where shown++ SEQ. : K 13 0 9121 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component and are for'dry condleon.ofuse. 5.CompuTnre has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge 4 ��ary. EXPIRES: 12/31/2015 fabrication,handling,sNpmeM and installation ofcomponents.by 7.Design assumes adequate drainage is provided. July 1 6,2015 8.This design is furnished subject to the limitations set forth by S.Plates shall be located on both faces of trues,and placed so their center TPINVTCA in SCSI,copes of which will be famished upon request lines coincide with joint center fines. 9.Digits indicate sire of plate a inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-100) 47 1-3=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <- 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA " BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 P55' 0'- 0.0" -22/ 118V -21/ 84H 5.50" 0.19 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" -59/ 160V 0/ OH 5.50" 0.26 KDDF ( 625) 5'- 11.7" -69/ 144V 0/ OH 1.50" 0.23 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 12 ICONS. 2: De pn checked for net(-5 psf) uplift at 24 "oc spacing. 6.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX BC PANEL LL DEFL - 0.004" @ 1'- 0.1" Allowed = 0.050" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX BC PANEL TL DEFL - -0.004" @ 1'- 0.1" Allowed = 0.067" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 2 MAX BORIS. LL DEFL - -0.001" @ 5'- 10.9" MAX BORIS. TL DEFL - -0.001" @ 5'- 10.9" Design conforms to main windforce-resisting ' system and components and cladding criteria. Wind: 140 mph, h-20.7ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. c 0 M M /- o 0 1 p 1 3 -/ M-3x4 ), 1 b 2-00 3-11-11 'PROVIDE FULL BEARING;Jts:1,3,2 �,`EO O��V 89200PE r JOB NAME : 17461 WESTWOD PL-2747L - DSJ3 ,� Scale: 0.7626 Q /'- Q WARNINGS: G.This deNGTs b unless onhhe paramete ers ' ' 47 OREGON�t �� i.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parametarm shown and is for an individual 77 Truss: DSJ3 and Warnings before construction commences. building component Applicability of design parameters and proper �j 2Q �} 2 2,4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of Ne building designer. /O -7 / 14' 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bosom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of You ant at 10'o.c.respectively unless braced throughout by <ontinuous sheathing such as plywood sheathing(TC)and/or drywall(BC). FR p 11. , DATE: 7/16/2015 the overall structure is the responsibility of the building designer. 3.2,Impact bridging or lateral bracing required where shown++ �1 r'1 SEQ. : Ki3 0 912 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS 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 9.Debi assumes full bearing at all supports shown.Shim or wedge t EXPIRES: 12/31/2015 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. July 16,2015 B.This design is furnished subject to the limitations set forth by S.Plates shall be located on both faces of truss,and placed so their center TPIIWICA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lies. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1L)-E 10.For basicconnector plate design values see ESR-1311,ESR-1998(MTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 16-00-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF #1&BTR 16-00-00 GIRDER SUPPORTING 16-09-00 FROM 9-00-00 TO 16-00-00 1- 2=( 0) 50 2- 9=(-1156) 4650 3- 9=( -142) 586 12- 8=(-1556) 6452 BC: 2x6 KDDF SS LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-5402) 1358 9-10=(-1696) 6646 9- 4=( -338) 1744 8-13=(-3358) 826 WEBS: 2x4 KDDF STAND; 3- 4=(-5602) 1430 10-11=(-1696) 6646 9- 5=(-2422) 686 - 2x4 KDDF #1&BTR A LOADING 4- 5=(-5010) 1306 11-12=(-1484) 6182 10- 5=( -462) 2216 LL - 25 PSF Ground Snow (Pg) 5- 6=(-5880) 1534 12-13=( -72) 246 5-11=(-1222) 348 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 6- 7=(-6466) 1668 6-11=( -396) 1940 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 10'- 0.0" V 7- 8=(-5836) 1434 11- 7=( -320) 42 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 10'- 0.0" TO 16'- 0.0" V 7-12=(-2356) 684 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 16'- 0.0" V NOTE: 2x4 BRACING AT 24"0C UON. FOR BC UNIF LL( 184.4)+DL( 125.4)= 309.8 PLF 9'- 0.0" TO 16'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 0'- 0.0" -711/ 3029V -45/ 98H 5.50" 4.85 KDDF ( 625) '�. TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 10'- 0.0" 16'- 0.0" -928/ 4033V 0/ OH 5.50" 6.45 KDDF ( 625) OVERHANGS: 12.0" 0.0" @@ADDL: BC CONC LL+DL= 2213.0 LBS @ 8'- 0.0" ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN !COND. 2: Design checked for net(-5 psf) uplift at 24 "Cc spec i},g. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL nails staggered: 9" oc in 1 row(s) throughout 2x9 top chords, REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.100" 9" oc in 2 row(s) throughout 2x6 bottom chords, BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.061" @ 8'- 0.0" Allowed = 0.754" 9" oc i.n 1 row(s) throughout 2x9 webs. MAX TL CREEP DEFL = -0.164" @ 8'- 0.0" Allowed = 1.006" ** For hanger specs. - See approved plans MAX HORIZ. LL DEFL = -0.013" @ 15'- 10.3" MAX HORIZ. TL DEFL = 0.026" @ 15'- 10.3" 5-11-11 4-00-10 1-11-11 4-00 Design conforms to main windforce-resisting fsystem and components and cladding criteria. 3-01-12 2-09-15 2-00-05 2-00-05 1-11-11 4-00 Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T f 43209 T 4320# T T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 12 End vertical(s) are exposed to wind, 6.00 177' Q 6.00 Truss designed for wind loads in the plane of the truss only. M-4x6 M-5x6 **HANGER BY OTHERS TO APPLY CONC. M-3x8 LOAD(S)EQUALLY TO ALL MEMBERS. 5100 M-5x6 M-3x10 M-1.5x3 6 -/ 3 1 , - �{ ~w A r 0 c 0 C1 o I 4. o 1 _ 9 - 10 11 12 ** 13 I 2 o M-5x10 M-3x8 M-3x8 M-3x8 M-3x10 M-1.5x3 y y )213# y ). 5-06-12 2-05-04 7 2-05-04 1-10-04 3-08-08 y 1-00 y 16-00 y �C,. RAGINIE4 4., �� R , `r 89200PE I"' JOB NAME : 17461 WESTWOD PL-2747L - FH1 ,' Scale: 0.3574 WARNINGS: GENERAL NOTES, unless otherwise noted: y OREGON 1'Cr Truss: FH 1 1.Builder and erection contractor should be advised of all General Notes 1.This design based only upon the parameters shown and is for an individual - ��y. ��A yx AA, and Warnings before construction commences. budding component Applicability of design parameters and proper L \V` 2.204 compression web bracing must be installed where shown*. incorporation of component is the responsibility of the building designer. 3.Additional tem g con 2.Design assumes the top and bottom chorda to be laterally braced at �A temporary bracing to insure stability during construction Y o.c.and at 10'o.c.respectively unless braced throughout their length by 14,{ `- is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood sheathing(TC)and/or drywall(BC). MFR R 1 -- DATE: 7/16/2015 the overall structure is the responsibility of the building designer. 3.9t Impact bridging or lateral bracing required where shown** SEQ. : K 13 0 912 3 4.No bad shout be applied to any component until after all bracing and 4.Installation of truss 6 the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater then 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design Ioads be applied to any component. and are for"dry condition•of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication.handling,shipment Design necessary. EXPIRES: 12/31/2015 g, pment and installation bnittion of components. 7.Platassumes adequate both drainage is prodded July 6,2015 6.This design is famished subject to the limitations set forth by 6.Plates shall be boated on bofaces of truss,and placed so their center TPIANICA in SCSI,copes of which will be furnished upon request lines coincide with pint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For baac connector plate design values see ESR-1311,ESR-1968(MiTek) • I This design prepared from computer input by li PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 7'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 50 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-125) 93 3-4-) -64) 26 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -34/ 378V -30/ 140H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -143/ 338V 0/ OH 1.50" 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 10.9" -18/ OV 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed - 0.133" MAX TC PANEL LL DEFL - 0.046" @ 2'- 9.3" Allowed = 0.397" 4 MAX TC PANEL TL DEFL - -0.051" @ 2'- 11.9" Allowed = 0.596" 12 6.00 V MAX HORIZ. LL DEFL = -0.001" @ 5'- 11.2" fifi MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.2" 0 Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=22.5ft, 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 oI o /- o , ,, I 1 Aism. ONEMN 0 M-3x4 b l b b 1-00 6-00 'PROVIDE FULL BEARING;Jts:2,5,3,4 I 1-10-15 RP °FFA, s GINE -/o� 1- 4, -57 ct- 89200PE JOB NAME : 17461 WESTWOD PL-2747L - FJ4 ...-4400,400111".� i Scale: 0.5698 WARNINGS: GENERAL NOTEb, unless otherwise nree' 1.- OREGON �tV� Truss• FJ 4 Builder and erection contractor should be advised of all Generel Notes 1.This design is based only upon the parameters p re shown and is for an individual -57L a, and Warnings before combustion commences. building component.Applicability of design parameters and proper A V` 2.2x4 compression web bracing must be installed where shown 5, incorporation of component is the responsibility of the Wilding designer. (1°' O` �4 3.Additional faro ng stability 2.Design assumes the top and bottom chords to be laterally braced at L temporary brad to insure stabil' during wnaWction 2'nc.and at 10'on.respectively unless braced throughout their length by 1 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(SC). 4/ (l /�.(� � R'L DATE: 7/16/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or itorel bracing required where shown++ ` SEQ. : K13 0 912 4 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete end at no time should any bads greeter then 5.Design assumes Unseen are to be used in a noncorrosive environment, de loads be ed to an and are for"dry condition.of use. TRANS I D: LINK sign oa applied ycompo component. 6.Design ass 5.CompuTrus has no control over and assumes no responsibility for the assumes full bearing at all supports shown.Shim or wedge if emmy. EXPIRES: 12/31/2015 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. July 16,2015 6.Thissdesign is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of buss,and placed so their center TPIM?CA in 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,Ino./CompuTrus Software 7.6.7-SP2(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M • LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cly=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-108) 82 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -56/ 448V -26/ 123H 5.50" 0.72 KDDF ( 625) 6'- 9.5" -115/ 191V 0/ OH 1.50" 0.31 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 89V 0/ OH 5.50" 0.14 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.034" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.046" MAX TC PANEL LL DEFL = 0.142" @ 3'- 7.4" Allowed = 0.461" 6-10-04 MAX TC PANEL TL DEFL = -0.197" @ 3'- 7.6" Allowed = 0.691" f f MAX HORIZ. LL DEFL = -0.001" 0 6'- 9.5" 12 MAX HORIZ. TL DEFL = -0.001" @ 6'- 9.5" 6.00 3 -V Design conforms to main windforce-resisting system and components and cladding criteria. '' Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. u7 0 m 77 • rn / rn I c I 1 2► ►�4 • 0 I M-3x4 J, ). )' 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 ���Ep PROF�Ss 89200PE JOB NAME : 17461 WESTWOD PL-2747L - FJ5 Scale: 0.5625 - /yr. WARNINGS: GENERAL NOTES, unless otherwise noted: • �'C 1.Builder and erection contractor should be advised of all General Notes 1.ibis design is based only upon the parameters shown and is for an individual �� ,�OREGON tel(/ Truss: FJ5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2o4 compression web bracing must be installed where shown s. incorporation of component is the responsibility of the building designer. '.0 ''1 Yt (��' �-1.. 2.Design assumes Me top and bottom chords to be laterally braced at 14 G T 3.Additional temporary bracing to insure stability during consWction f re the responsibility of the erector.Additional permanent bracing of 2'o.n and at 10'o.c.respectively unless braced throughout their length by DATE: 7/16/2015 the overall structure is the responsibility f the building designer. 2e le nus sheathinginsuch l bs aciplyng re airedsheathing(TC)ereshown •r tlrywall(BC). � 5 sponsi itY o ng 3.2e Impact bridging or lateral bracing required where Chown 4• {+ SEQ. : K13 0 912 5 4.No bad should be applied to any component until aMr all bracing and 4.Installation of truss is tree responsibility of the respective contracto, fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment TRANS ID: LINK design loads be applied to any component. and are for"dry condAon of use. " 6.Design siiggn assumes full bearing at all supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the ry. lc EXPIRES: 12131/2015 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. July 1 6,2015 6.This design is famished subject to the limitations set forth by S.Plates shall be located on both faces of truss,and placed so their center TPIM?CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M a LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 _ BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-127) 93 2 9-(0) 0 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 1.5" TOTAL LOAD = 42.0 PIF 0'- 0.0" -62/ 481V -30/ 142H 5.50" 0.77 KDDF ( 625) 7'- 9.2" 0/ 101V 0/ OH 5.50" 0.16 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -102/ 219V 0/ OH 1.50" 0.35 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacifng. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed - 0.013" MAX TL CREEP DEFL - 0.000" @ 0'- 0.0" Allowed = 0.017" MAX TC PANEL LL DEFL = 0.275" @ 4'- 9.3" Allowed - 0.546" 3 12 MAX TC PANEL TL DEFL = -0.357" @ 4'- 6.1" Allowed - 0.820" 6.00 MAX HORIZ. LL DEFL = -0.001" @ 7'- 11.2" MAX HORIZ. TL DEFL = -0.001" @ 7'- 11.2" '' MAX conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.6ft, TCOL=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. N 0 CO o /- 1 111 CD of 1 2�� 4 11.`="41 M-3x9 )' l yy 1-00 'PROVIDE FULL BEARING;Jts:2,4,3 I 8-00 0-01-08 '<`�Q`E0 P R OFFS, �NGIN4-R /0 ?� cc 89200PE vr" JOB NAME : 17461 WESTWOD PL-2747L - FJ6 Scale: 0.5648 / WARNINGS: GENERAL NOTES, unotrerwise noted: Q�� 0_ GON lv Truss: FJ 6 1.Builder and erection contractor should be advised of all General Notes I.This design a based only upon the parameters shown and is for an individual and Warnings before construction commences. building component.Applicability of design parameters and proper 11'4 A• 2.2a4 compression web bracing must be instated where shown v, incorporation of component is the responsibility of the building designer. /9)' ,+�O 3.Additional temporary bracing b insure stability during construction 2.Design assumes the by and bottom chorda b be laterally braced at © / '4' .G RP.. permanent bracing of 7 o.c.and at 10 o.c.respectively unless braced throughout their length by A/�� tithe responsibility of the erecter.Additional continuoussheathing such as plywoodaheathing(TC)and/or drywall(BC). �/ nUiI�l DATE: 7/16/2015 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown CO !� 1.� SEQ. : El3 0 912 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 8.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and ars for"thy condition.of use. 8.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes tab bearing et all aupporte shown.Shim or wedge if EXPIRES: 12/31/2015 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. July 1 6,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIMTCA in BCS',copies of which will be Nmished upon request. lines coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.7-SP2 l-E 9.Digits indicate size of plate in inches. 1 P ( 10.For basic connecter 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 16'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-306) 901 3-6=(-308) 214 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-1091) 249 6-7=(-138) 478 6-4=(-102) 489 WEBS: 2x4 KDDF STAND 3-4=( -913) 252 7-8=( -33) 46 4-7-(-213) 119 LOADING 4-5=( -493) 133 7-5=( -56) 445 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-8=(-676) 204 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL - 25 PSF Ground Snow (Pg) 0'- 0.0" -132/ 638V -89/ 148H 5.50" 1.34 KDDF ( 625) 16'- 9.0" -83/ 689V 0/ OH 5.50" 1.10 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP COND. 2: Design checked for net AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9 (-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX LL DEFL - -0.021" @ 5'- 5.5" Allowed = 0.792" MAX TC PANEL TL DEFL = 0.059" @ 13'- 6.2" Allowed - 0.621" MAX HORIZ. LL DEFL - 0.007" @ 16'- 7.3" MAX HORIZ. TL DEFL = 0.012" @ 16'- 7.3" 10-06 6-03 't T T Design conforms to main windforce-resisting 5-06-04 4-11-12 6-03 .f T f 'r system and components and cladding criteria. 12 12 Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 [7' M-4x6 ' 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4.0" End vertical(s) are exposed to wind, 4 'f7.'/ Truss designed for wind loads 4�� in the plane of the truss only. Illii M-1.5x3 3 M-3x4 fS ......iiiiiii M 45, ,_,I O No N 6 7 * 8 o M-3x4 M-3x4 M-3x4 M-1.5x3 y l )' b 7-02-03 6-07-11 2-11-03 sE© PROFF yi 00 16 09 y ��NGIN�FR(S>0 `rte 89200PE 9r JOB NAME : 17461 WESTWOD PL-2747L - G2 Scale: 0.3175 Q /I WARNINGS: GENERAL NOTES, unless othervisenoted: =rf OREGON Cr I.Builder and erection contractor should be advised of all General Notes 1.This design H based only upon the parametere shown and is for an individual 7 Truss: G2 andwmin before conam,otion commences. building g oomporbnt Applicability of design parameters and proper L � �Ol � 2.204 compression web bracing must be installed where shown t. incorporation of component is the responsibilitydto or the laterally braced designer. �I (� y`.. 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be Ieteralo braced a[ ,© • 1 j�f G��(�L is the responsibility of the erector.Additional permanent bracing of 2'o.e.end at ee o.c.respectively plywood a braced throughout their length by `_ continuous sheathing such as plywood sheathing(TC)andror drywallBC). RIR 10- DATE: 7/16/2015 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or labral bracing required where shown** rl SEQ. : K13 0 912 8 4.No bad should be applied to any component until after all bracing and 4.Installation of toms is the responsibility of the respective contractor. fasteners are complete end at no time should any bads greater than 5.Design assumes busses are to be used in a non-sonosive environment, TRANS I D: LINK design loads be applied to any component. and are for'dry condition'of use. 5.CompuTrse hes no 0001,01 over end assumes no responsibility for the 6.Design assumes full bearing Clall supports shown.Shim or wedge if ssary. EXPIRES: 12/31/2015 fabrication,dean,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. July 1 6,2015 S.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 TPINI TCA in SCSI,copies of which will be furnished upon request. lines ooindde with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plata design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC a LUMBER SPECIFICATIONS 16-09-00 STUB HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2- 8=(-644) 2300 3- 8-) -149) 210 BC: 2x6 KDDF #1&BTR 2- 3=(-2675) 734 8- 9=(-727) 1965 8- 9=( 0) 323 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-2534) 722 9-10=) -45) 74 8- 5=( 0) 384 - LL = 25 PSF Ground Snow (Pg) 4- 5-(-2247) 678 5- 9-(-1674) 702 TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 8'- 0.0" V 5- 6=) -737) 270 6- 9=( -514) 327 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0" TO 15'- 0.0" V 6- 7=( -777) 269 9- 7=( -572) 2098 TC UNIF LL( 50.0)+DL( 14.0)- 69.0 PLF 15'- 0.0" TO 16`- 9.0" V 7-10-(-2257) 652 - BC UNIF LL( 0.0)+DL( 50.0)- 50.0 PLF 0'- 0.0" TO 16'- 9.0" V NOTE: 2x9 BRACING AT 24"OC UON. FOR BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 966.7)+DL( 130.7)- 597.3 LBS @ 8'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) - TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 15'- 0.0" 0'- 0.0" -353/ 1684V -59/ 139H 5.50" 2.69 KDDF ( 625) 16'- 9.0" -753/ 2213V 0/ OH 5.50" 3.54 KDDF ( 625) OVERHANGS: 12.0" 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICONS. 2: Design checked for net(-5 psfl uplift at 24 "oc spa_'�hg. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.069" @ 8'- 0.0" Allowed - 0.792" MAX TL CREEP DEFL = -0.126" @ 8'- 0.0" Allowed - 1.056" MAX HORIZ. LL DEFL - 0.016" @ 16'- 7.3" 7-11-11 7-00-10 1-08-11 MAX HORIZ. TL DEFL - 0.026" @ 16'- 7.3" Design conforms to main windforce-resisting 4-01-12 3-09-15 3-06-05 3-06-05 1-08-11 system and components and cladding criteria. T f 4597.308 ' £597.300 T 12 12 Wind: 190 mph, h-21.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 6.00 Q 6.00 (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-4x6 M-4x6 M-3x5 s �\M-Bx8 M-1"5x3 « r-I 1 N O 1 co ., -/ P1 I 100101111-111111111111 8 9 10 O M-3x6 M-3x8 1-1--M-10x10 M-1.5x4 J‘ b ) ) 7-06-12 7-10-08 1-03-12 � PROF >1-00 > 16-09 y ���G,INEC�t/0 �� 89200PE -9r JOB NAME : 17461 WESTWOD PL-2747L - GH1 '� Scale: 0.3463 WARNINGS: GENERAL NOTES, unless otherwise noted: / CC 1.Builder and erectioncontactor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual -y, 40 OREGON A. Truss: GH1 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. <O q'/ (•y Q\ 3.Additional tempore brad to insure stabil' dodo 2.Design assumes the top and bottom chords o be laterally braced at L �A temporary bracing stability g oonsbucbon Y me.and stir).u.c.respectively unless braced throughout their length by AA 141 `- le Hhe responsibility of the erector.Additional permanent brining of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -71 jD 1)U DATE: 7/16/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ !�U1 L.. SEQ. : K13 0 912 9 4.No bad 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 bade greater than 5.Design assumes tosses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of 5.compuTrus has no control over and assumes no responsbllty for the 6.Design assumes fun bearing at all supports shownuse. .Shim or wedge if EXPIRES: 12/31/2015 fabrication,handling,shipment and inatelletion of components. 7.Desisign assumes adequate drainage is provided. July 16,2015 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 TPIM/ICA in BCSI,copies of which will be fumiehed upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see E5R-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC 4 LUMBER SPECIFICATIONS TRUSS SPAN 23'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-113) 502 3- 8=(-392) 252 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2- 3-(-622) 175 8- 9=( -30) 135 8- 9-( -88) 439 WEBS: 2x4 KDDF STAND 3- 4=(-320) 111 9- 6=( -59) 70 4- 9=(-749) 182 LOADING 9- 5-(-120) 323 9- 5-(-415) 258 ' TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-147) 97 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD = 92.0 PSF OVERHANGS: 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) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -83/ 695V -115/ 115H 5.50" 1.03 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13'- 9.2" -147/ 1130V 0/ OH 5.50" 1.69 KDDF ( 625) 23'- 0.0" -63/ 419V 0/ OH 5.50" 0.67 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 nsf) uplift at 29 "oc soaciilg. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.013" @ 5'- 11.5" Allowed = 0.654" MAX TL CREEP DEFL = -0.025" @ 5'- 11.5" Allowed = 0.872" MAX LL DEFL = 0.002" @ 24'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 24'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.129" @ 18'- 6.0" Allowed = 0.423" MAX BC PANEL TL DEFL = -0.321" @ 18'- 6.0" Allowed = 0.564" MAX HORIZ. LL DEFL = 0.004" @ 22'- 6.5" 11-06 11-06 MAX HORIZ. TL DEFL = 0.006" @ 22'- 6.5" Design conforms to main windforce-resisting 6-00-04 5-05-12 5-05-12 6-00-04 ,r ,r system and components and cladding criteria. 12 12 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 M-4x6 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, 4 4.0" End vertical(s) are exposed to wind, Truss designed for wind loads 4011111111% in the plane of the truss only. M-1.5x3 M-1.5x3 3 44\444400 rh O M cO 1 2 _7 B 9 .� �_ I M-3x4 0.25" M-3x4 7 M-3x4 6 o M-5x6(S) b y b y �ED PROFer9-02-12 4-06-08 9-02-12 ll Iyy ���NG�NFc/ 1-00 'PROVIDE FULL BEARING;Jts:2,9,6 23-00 1-00V 9 O 89200PE .7„,..JOB NAME : 17461 WESTWOD PL-2747L - H3 Scale: 0.2666 - /�. _ WARN CC 1.Builder GENERALNOTES, uMeupotherwise the OREGONt�� A.Truss: H 3 Builder and erection contractor should be advised of all General Notes 1.This design is based only upon tr e panmetere shown and is for an individual 7t " and Warnings before construction commences. building component Applicability of design parameters and proper 1� 2.2x4 compression web lasting must be instated where shown+, incorporation of component is the responsibility of the building designer. <O q)' 14 2 3.Additional rem 2.Design assumes the top end bottom chords to be laterally braced et / Y e R� temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of Y o.c.and a<id o.c.respectively unless braced throughouttheir length by continuous sheathing such as plywood sheet ing(7C)C)and/or dryw-an(BC). eh R 1 L\- DATE: 7/16/2015 the overall structure is the re aponsibility of the building designer. 3.Zi Impact bridging or lateral bracing required where shown++ r1l SEQ. : 1<13 0 913 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contactor. fasteners are complete and at no time should any bads greater than 5.Design assumes busses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component and are for'dry condition"of use. 5the6.Design assumes full bearing at all supports shown.Shim or wedge if .CompuTrus has no control over and sesames no responsibility for EXPIRES: 12/31/2015 fabrication,handing,shipment and installation of components. 7.Dessiign assumes adequate drainage is provided. July 16,2015 6.The design is furnished subject to the Amitetions set toll by B.Plates shall be located on both feces of truss,and placed so their center TPIIWI"CA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(10-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 23-00-00 HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF' #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2-12=(-281) 1291 3-12-( -209) 205 BC: 2x6 KDDF #1&BTR 2- 3-(-1520) 377 12-13=(-271) 944 12- 4=( -89) 181 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-1315) 353 13-14=(-150) 304 12- 5=( 0) 536 LL = 25 PSF Ground Snow (Pg) 4- 5=(-1148) 341 14-15=(-382) 140 5-13=( -964) 251 TC LATERAL SUPPORT <- 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 8'- 0.0" V 5- 6=( -868) 338 15-10=( -68) 237 13- 6=( -236) 1134 BC LATERAL SUPPORT <= 12"00. UON. TC UNIF LL( 125.0)+DL( 35.0)- 160.0 PLF 8'- 0.0" TO 15'- 0.0" V 6- 7=( -55) 499 6-14=(-1574) 534 TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 15'- 0.0" TO 23'- 0.0" V 7- 8=( -50) 25 14- 7=(-1470) 395 BC UNIF LL( 0.0)+DL( 50.0)- 50.0 PLF 0'- 0.0" TO 23'- 0.0" V 8- 9-( -76) 59 7-15=) -91) 1016 NOTE: 2x4 BRACING AT 24"OC UON. FOR 9-10=( -316) 98 8-15=( -568) 272 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 966.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" 10-11=( 0) 50 15- 9=( -290) 199 TC CONC LL( 966.7)+DL( 130.7)= 597.3 LBS @ 15'- 0.0" OVERHANGS: 12.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -164/ 1144V -78/ 78H 5.50" 1.83 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 13'- 7.5" -866/ 3043V 0/ OH 5.50" 4.56 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 23'- 0.0" -28/ 565V 0/ OH 5.50" 0.90 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci{1g. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed - 0.133" MAX LL DEFL - -0.030" @ 8'- 0.0" Allowed - 0.654" MAX TL CREEP DEFL - -0.055" @ 8'- 0.0" Allowed = 0.872" MAX LL DEFL = -0.013" @ 15'- 0.0" Allowed - 0.427" MAX TL CREEP DEFL = -0.024" @ 15'- 0.0" Allowed = 0.569" MAX LL DEFL = 0.002" @ 24'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ 24'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL - 0.007" @ 22'- 6.5" MAX HORIZ. TL DEFL - 0.011" @ 22'- 6.5" Design conforms to main windforce-resisting 7-11-11 7-00-10 7-11-11 system and components and cladding criteria. Wind: 140 mph, h=1501, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4-01-12 3-09-15 1-01-05 2-05 2-05 1-01-05 3-09-15 9-01-12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T f 4597.f0# 1' ' 4597.300 T T load duration factor=1.6, 12 12 End vertical(s) are exposed to wind, 6.00 7 M-9x6 M-4x6 Q 6.00 Truss designed for wind loads 4 M-3x4 M-3x5 M-3x9 S in the plane of the truss only. s 6 7 1MN I:\ M-1.5x3 M-1.5x3 3 01 In o NI same p 1 2 12 13 14' ' 15 7lr 1 o M-3x4 M-3x8 0.25" M-3x9 M-3x8 M-3x4 0 M-7x8(S) y ..1, 7-06-12 y1-09-12 y 4-03 y1-09-12 y 7-06-12 y y �g���NG NEF�t9 1-00 (PROVIDE FULL BEARING;Jts:2,14,10 1 23-00 1-00 ��• 1, '= " 89200PE 9r • JOB NAME : 17461 WESTWOD PL-2747L - HH1 ).#fit Scale: 0.2666 WARNINIP 1.Builder G. hiIdL NOTES, unless on Ste is : 7L "�O R EGO N Ix ��Q 1.Builder end erection contractor should be commeadvisednces. of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: HH1 and VJaminga before construction comma acs. building component.Applicability of design parameters and p open Y ZOO P} 2.2x4 compression web bracing must be installed where shown+ incorporation of component is the responsibility of the building desgner. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary basing to insure stability during construction 7 pp and at 15 e.c.respectively antras braced throughout their length by t is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). MFR R �� DATE: 7/16/2015 the overall structure is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown++ SEQ. : K 13 0 9131 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contactor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D• LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing et all support shown.Shim or wedge i( EXPIRES: 12/31/2015 fabrication,handling,shipment and installation of component. 7.Design assumes adequate drainage is provided. J U I)/ 16,2015 6.This design is famished subject to the limitations set forth by 8.Rates shell be located on both faces of(mss,and placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center Imes. 9.Digits indicate size of plat in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plat design values see ESR-1311,ESR-1988(MTek) This design prepared from computer input by Pacific Lumber and Truss-BC i LUMBER SPECIFICATIONS TRUSS SPAN 23'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-14=(-145) 575 3-14=(-250) 159 BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-702) 250 14-15-) -23) 282 14- 4=( 0) 96 WEBS: 2x4 KDDF STAND 3- 4=(-451) 180 15-16=( -17) 66 14- 5=( 0) 235 • LOADING 4- 5-(-356) 185 16-17=(-223) 173 5-15=(-340) 129 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=( 0) 0 17-12-( -68) 186 15- 7=(-129) 405 ' BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF 5- 7=(-243) 176 7-16-(-595) 239 TOTAL LOAD = 42.0 PSF 7- 9=( -55) 265 16- 9=(-527) 204 8-10=) 0) 0 9-17=( -67) 412 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10-) -50) 78 10-17=(-143) 78 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( -76) 116 17-11=(-295) 176 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-257) 98 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13-) 0) 50 OVERHANGS: 12.0" 12.0" M-3x4 where shown; Jts:2,5,7,9,12,16 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -98/ 640V -78/ 78H 5.50" 1.02 KDDF ( 625) 13'- 7.5" -188/ 1124V 0/ OH 5.50" 1.68 KDDF ( 625) 23'- 0.0" -62/ 430V 0/ OH 5.50" 0.69 KDDF ( 625) 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacihg. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.010" @ 4'- 1.0" Allowed = 0.654" MAX TL CREEP DEFL - -0.019" @ 4'- 1.0" Allowed = 0.872" MAX LL DEFL - -0.005" @ 18'- 11.0" Allowed = 0.427" MAX LL DEFL - 0.002" @ 24'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 24'- 0.0" Allowed = 0.133" 9-11-11 3-00-10 9-11-11 MAX BC PANEL TL DEFL = -0.013" @ 19'- 3.2" Allowed = 0.414" MAX HORIZ. LL DEFL = 0.003" @ 22'- 6.5" 3-06-12 0-10-11j0-( 1-06-05 1-04-08 4-01-12 MAX HORIZ. TL DEFL = 0.005" @ 22'- 6.5" 4-01-12 1�-09-08 1-06-05f0-�10-I1 < 3-06-12 f Design conforms to main windforce-resisting T T T T T T f T T T system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 8-00 8-00 f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 6 8 load duration factor=1.6, 12 End vertical(s) are exposed to wind, 6.00 M-4x6 M-4X6 Q 6.00 Truss designed for wind loads q O lin the plane of the truss only. 7 10/0 IM 4%tr M-1.5x3 M-1.5x3 3 1 lin cp 4 It 119 15 611 3 I I 0.25" 16 17 1 1 o M-3x8 M-3x8 0 M-7x8(S) y 7-06-12 1-09-12y 4-03 1-09-12y 7-06-12 y �tLREO PRr7lCFs�S' y 1 y y NGINEF9 i� 1-00 (PROVIDE FULL BEARING;Jts:2,16,12 23-00 1-00 i :9200PE r JOB NAME : 17461 WESTWOD PL-2747L - HH2 Scale: 0.2416 ,A / - WARNINGS: GENERAL NOTES, unless ogroneiaenoted: 'l'l OREGON lVCr 1Truss: HH 2 Builder and erection construction should be advised of all General Notes I.buil design is based ppl upon y e parameters shown and is for an individual �/ �� �OA h- �� and Weminga before wnabuetion h»mmencas. building component Applicabiily of design parameters and proper `Ve 2.2x4 compression web bracing must be installed where shown+, ome'pontbn of component is the responsibility or the building designer. © ' 3.Additional m M g construction 2 Design assumes the top and bottom chords to be laterally braced al �� is responsibility mporery bracing te insure sfabil" tludn Y o.c.and at 1G o.c.respecevelr unless braced throughout their length by Ilsrof the erecter.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �`R R 11-\'' DATE: 7/16/2015 the overall structure is the responsibility of the building designer. 3.2a Impact bridging 4.No bad should be applied to anymPa (ling or lateral boningng required respective shownso ea SEQ. : K 13 0 913 2 PPl component unfit stmt all bracing and 4.Installation of truss is the responsibility of the respective cantrector. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment TRANS I D: LINK design loses be applied to any component and are tor'dry condition'of use. 5.CompuTrua has no control over end assumes no responsibility for the 8. signs assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2015 mamfabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. July 1 6,2015 6.This design is furnished subject to the limitations set forth by 8.Rates shall be located on both faces of truss,and placed so their center TPIAVICA in SCSI,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate b inches. MiTek USA,Inc.iCorttpuTrus Software 7.6.7(114-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC _ LUMBER SPECIFICATIONS TRUSS SPAN 16'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2-( 0) 50 2- 7=(-521) 874 3- 7=(-308) 263 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1057) 409 7- 8=(-255) 519 7- 4=( -63) 168 WEBS: 2x4 KDDF STAND 3- 4=( -744) 326 8- 9=( -37) 46 7- 5=(-117) 256 LOADING 4- 5=( -602) 353 5- 8=(-211) 100 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6-( -630) 294 8- 6-(-232) 532 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 9-(-642) 325 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED 0'- 0.0" -130/ 838V -81/ 140H 5.50" 1.34 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 16'- 9.0" -82/ 690V 0/ OH 5.50" 1.10 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. CON D. 2: Design checked for net 5 g (- psf) uplift at 24 "oc spacing. ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL - 0.024" @ 5'- 0.7" Allowed - 0.792" MAX BC PANEL TL DEFL - -0.118" @ 4'- 7.8" Allowed - 0.571" MAX HORIZ. LL DEFL = -0.009" @ 16'- 7.3" MAX HORIZ. TL DEFL = 0.012" @ 16'- 7.3" 9-11-11 1-00-10 5-08-11 Design conforms to main windforce-resisting 5-01-08 4-10-03 1-00-10 5-08-11 system and components and cladding criteria. T . T T 12 12 Wind: 140 mph, h=21.7ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, 6.00 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 -1:14-6x6 load duration factor=1.6, End vertical(s) are exposed to wind, 4 Truss designed for wind loads O=tt0411 in the plane of the truss only. M-1.5x3 3 M-3x4 ill,01111IIIIIIIIIIIiiiiiiio.:1 ti 1 t. rh 0 o N C 2�- CD M-3x4 M-3x8 M-3x4 M-1.5x3 * q y y y y J, b 9-06-12 2-00-04 5-02 PROsF y E° s 1-00 16-09 ,_c6. -I"<GNGINEF9 sj0 2 ...c.- 89200PE 91! JOB NAME : 17461 WESTWOD PL-2747L - GH2 � -�� Scale: 0.3175 Lw /'�. WARNINGS: GENERAL NOTES, unless otherwise noted: • OREGON r'4. Truss: GH 2 1.Builder and erection contactor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual '7 . 20�� ��� and Warnings before construction commences. building component.Applicability of design parameters and properitivv. '1.,,� 2.Dt4 compression web bracing must be installed where shown+ incorporation of component is the responsibility of the building designer. O Y 7 4, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bobbin chords to be laterally braced at � ' is the responsibility Ante erector.Additional permanent bracing of 7 a.c.and at 10'o.c.respectively unity braced throughout their length by 3. DATE: 7/16/2015 tlhe overall structure is the responsibility of to building designer. 3. sheathing such as plywood sheathing(TC)and ar drywall(BC). ' A lo- 4/ 1:i.bridging or lateral bracing required where shown++ �l SEQ.: Ki3 0 913 3 4.No bad should be applied to any component until after all bracing and In 4.Installation of tures b the responsibility oft the respective contractsr. fasteners are complete end at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are or"dry condition.of use. 5.Cam W Tres has no control over and assumes no re 8.Design assumes full bearing atall supports shown.Shim or wedge if EXPIRES: 12/31/2015 aporsibilRy for the mammy fabrication,handling,shipment and installation of components. 7. esign assumes adequate drainage is provbed. July 18,2015 S.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 pate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 RIDE #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(0) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(0) 61 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -61/ 286V -6/ 43H 5.50" 0.46 KDDF ( 625) 1'- 10.9" -125/ 133V 0/ OH 1.50" 0.21 KDDF ( 625) LL = 25 PIF Ground Snow (Pg) 8'- 0.0" 0/ 63V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Desitin checked for net(-5 psf) uplift at 24 "tic spacilag. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.097" MAX TC PANEL TL DEFL = -0.005" @ 1'- 1.5" Allowed = 0.145" 1-11-11 MAX BC PANEL LL DEFL = 0.011" @ 3'- 6.6" Allowed = 0.350" 4' 4' MAX BC PANEL TL DEFL = -0.075" @ 4'- 4.8" Allowed = 0.467" 12 MAX HORIZ. LL DEFL - -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL - 0.000" @ 1'- 10.9" 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-15ft, 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. 3 -/ I 0 (h O O 1 2 - >-<:.4 M-3x4 b l y 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 \co''(<- GINE P F,gs`SiO �� 2 89200PE -9r JOB NAME : 17461 WESTWOD PL-2747L - HJ1 Scale: 0.7000 WARNINGS: GENERAL NOTES, unless otherwise noted: ' Cr 1.Builder and erection contactor should be advised of all General Notes 1.This design H based only upon the paremelem shown and is for an individual A_OREGON 4,/ Truss: HJ1 and Waminga before construction commences. building component Applicability of design parameters end proper �/ "� b /� 2.204 compassion web bracing must be installed where shown+. incorporation of component is is responsibility of the building designer. 4'O 9 1' 1 4 1 25 �4 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally bated at is the responsibility of the erector.Additional permanent bracing of 2'o.e.and at ee c.c.respectively ood a bated throughout their length by DATE: 7/10/2015 the overall structure is the responsibilitycontinuous sheathing such as plywood required ng(TC)and/or drywall(BC). /i Ui'` k- of the building designer. 3.2x Impact bridging or lateral being where shown++ !� L. SEQ. : 1<13 0 913 4 4.No bad should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contactor. fastenea are complete and et no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for'dry condition'of use. 5.Com Trus has no control over end assumes no re 8.Design assumes full bearing et all support shown.Shim or wedge if EXPIRES: 12/31/2015 W responsibility for the mammyfabrication,hentlling,shipment end installation of components. 7.Design assumes adequate drainage is provided. July 1 6,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of hiss,and placed so their center TPIIWICA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. MiTek USA,Inc./Com uTfus Software 7.6.7-SP2 -E 9.Digits indicate size of dare in inches. 1 L P ( ) 10.For basic connector pleb design values see ESR-1311,ESR-7988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(0) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(0) 61 TC LATERAL SUPPORT <= 12"OC. UON. LOADING ' BC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -71/ 286V -7/ 47H 5.50" 0.46 KDDF ( 625) 1'- 10.9" -142/ 136V 0/ OH 1.50" 0.22 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 64V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX TC PANEL LL DEFL - 0.002" @ 1'- 0.0" Allowed - 0.097" MAX TC PANEL TL DEFL = -0.005" @ 1'- 1.5" Allowed - 0.145" 1-11-11 MAX BC PANEL LL DEFL = 0.011" @ 3'- 6.6" Allowed = 0.350" f 4' MAX BC PANEL TL DEFL = -0.075" @ 4'- 4.8" Allowed - 0.467" 12 MAX HORIZ. LL DEFL - -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL - 0.000" @ 1'- 10.9" 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. 3 -7 O I f1 ti O O O 1 2 X --><-,..4 M-3x4 b ,6 y 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 ���ED PR cos_7GlNE4\ 89200PE 9r JOB NAME : 17461 WESTWOD PL-2747L - GJ1 �� Scale: 0.7000 WARNINGS: ,GENERALs design nisb unless onMrvnsenrote, "714. y OREGON �Q Truss• GJ11BudderWarnings erection contractorshould om enceadvised of all General Notes buThilding nb neat.ased only upon the parom parameters end iprfor per indi dual tt��. and Warnings before construction commences. building component Applicability of design paromebre end proper L ♦N /` 2.Dt4 compression web bracing must be installed where shown o. incorporation of component is the responsibility of the building designer. ib v 14 } n O`'el�4 3.AddNonel temporo bracing to insure stabil' during construction 2.Design assumes are top en bottom chorda to be laterally braced at / G is the responsibildy of the erector.Additional permanent bracing of 7 a.c.and a[10'oz.respectively antras braced throughout their length by 4/14 �j DATE: 7/16/2015 the overall structure is he responsibility of the building designer. continuous sheathing such as plywood aired ng(TC)and/or drywall(BC). 'R R'�� 3.In Impact bridging or lateral bracing required where shown ne SEQ. : Ki3 0 913 5 4.No bad should be applied to any component until after all bracing and 0.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 busses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component and are for'dry cundibo,;of use. 5.DOmpuTrus has no control over and assumes no reaponaibilay for the 6.Design assumes full bearing at all supports shown.Shim or wedge if ry. EXPIRES: 12/31/2015 fabrication.handling,shipment and limitations of component. 7.Design assumes adequate drainage is provided. July 16,20155 6.This design is famished subject to be limitations set forth by 8.Plates shall be lorabd on both feces of buss,and placed so their center TPIMOCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6,7-SP2(1 L)-E fo.For basic connector plate design values see ESR-1311,ESR-7988(MiTek) • This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-59) 61 TC LATERAL SUPPORT <= 12"OC. UON. LOADING ., BC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSE' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 357V -13/ 71H 5.50" 0.57 KDDF ( 625) 3'- 10.9" -136/ 136V 0/ OH 1.50" 0.22 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 70V 0/ OH 5.50" 0.11 KDDF ( 625)1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178" MAX BC PANEL LL DEFL = -0.012" @ 3'- 6.6" Allowed = 0.350" MAX TC PANEL TL DEFL = -0.026" @ 2'- 2.2" Allowed - 0.369" MAX BC PANEL TL DEFL = -0.111" @ 4'- 4.8" Allowed = 0.467" 3-11-11 T / MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 12 Design conforms to main windforce-resisting 6.00 17' system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, 3 Truss designed for wind loads in the plane of the truss only. 0 N O M-3x4 ), y y 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 1 8-00 <��`..° PR 0Fe0,61 ,��5 �NGINEF9 /02 4' 89200PE -9r JOB NAME : 17461 WESTWOD PL-2747L - HJ2 /, Scale: 0.6125 - r WARNINGS: GENERAL NOTES, unless otherwise noted: 10 �� 1.Builder and erection contractor should be addsed of all General Notes 1.This design is based only upon the parameters shown and is for an individual '7 Truss: HJ2 and V , O R EG O N Wer mings before construction commences. building component.Applicability of design parameters end prop41 2.204 compression web bracing must be installed where shown 5. incorporation of component is the responsibility of the budding designer. ',i) Q q 1'' 1 4 1 2.° �4 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap and bottom chorda to he laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by t is the responsibility of the erector.Adaitianel permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). "RR 101'. DATE: 7/16/2015 the overall structure is the responsibility of the building designer. 3.Zr Impact bridging or lateral bracing required where shown++ SEQ. : Ki3 0 913 6 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no Glee should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for'dry condNon'of use. 5.compurn,s has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.shim or wedge if ry. fabEXPIRES: 12/31/20fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. July 6,2015 S.This design is furnished subject to the limitations set forth by S.Plates shall be located on both faces of truss,and placed so their center TPIIWICA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESP-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-59) 61 TC LATERAL SUPPORT <= 12"OC. UON, LOADING ^ BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -45/ 357V -14/ 78H 5.50" 0.57 KDDF ( 625) 3'- 10.9" -153/ 139V 0/ OH 1.50" 0.22 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 70V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed - 0.178" MAX BC PANEL LL DEFL = -0.012" @ 3'- 6.6" Allowed - 0.350" MAX TC PANEL TL DEFL = -0.026" @ 2'- 2.2" Allowed - 0.369" MAX BC PANEL TL DEFL = -0.111" @ 4'- 4.8" Allowed = 0.467" 3-11-11 T MAX HORIZ. LL DEFL - -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 12 Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. Wind: 140 mph, h-21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, 3 -/ Truss designed for wind loads in the plane of the truss only. 0 N Egn /_ 1 2�� ��4 M-3x4 b )' y 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 ���ED P R OFFss e �‘yGIN��9 /© •9200P -7,..- JOB NAME : 17461 WESTWOD PL-2747L - GJ2 Scale: 0.6125 - • '• WARNINGS: GENERAL NOTES, unlecoss otherwise noted: "�7 OREGON Truss: GJ2 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 r� 1 and Warnings before construction commences. building component.Applicability of design parameters and proper L NN A. 2.2t4 compression web bracing must be installed where shown o. incorporation of component is the responsibility of Me building designer. 'Q t �y O �4 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chords to be throughouty braced at L is the responsibility of the erector.Additional pemaneM Mooing of 7 o.c.and a[10'o.c.respectively ood s braced they length by `� DATE: 7/16/2015 circ overall structure is the responsibility of Na budding designer. continuous sheathing such as plywood shed sheathing(TC)and/or drywall(BC). �I R I O v 3.2t Impact bridging or lateral bracing required where shown na fl SEQ.: Ki3 0 913 7 4.No bad should be applied te 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 tiueees are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for'dry condition'of use. 5.Campslrus hes no control over and assumes no responsibility for the 8.Design assumes full beamp at all supports shown.Shim or wedge if ry. EXPIRES: 12/31/2015 fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provdded. July 1 6,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on bolh faces of Innis,and placed so their center TPI)W1CA in SCSI,copies of which will be furnished upon request lines coincide with joint center Imes. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MNek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF' #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 1-2=( 0) 72 2- 9-(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING .. BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0`- 0.0" -38/ 922V -20/ 99H 5.50" 0.67 KDDF ( 625) 5'- 10.9" -113/ 170V 0/ OH 1.50" 0.27 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 82V 0/ OH 5.50" 0.13 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" 5-11-11 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" f MAX TC PANEL LL DEFL - 0.086" @ 3'- 2.2" Allowed = 0.395" MAX BC PANEL TL DEFL - -0.199" @ 4'- 1.9" Allowed = 0.967" 12 6.00 MAX HORIZ. LL DEFL = -0.000" @ 5'- 10.9" 3 -I MAX HORIZ. TL DEFL = -0.000" @ 5'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-15ft, TCDL=9.2,BCDL-6.0, ASCE 7-10, All Heights), Enclosed, Cat.2, Exp.B, MWFRS)Dir)load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 111, -,,-- ►� ►�9 M-3x4 y 1-00 y (PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 y �� r51GNF.`i \ �io `‹' 89200PE 9N- JOB NAME : 17461 WESTWOD PL-2747L - HJ3 �� Scale: 0.6125 /-am. - W I G8: G.This design NOTES, any ss ootherwise noted: "l7 OREGON/EGlV� Truss: HJ3 1.Builder and erect on contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an indiMdual 7 and comings before construction commences building component Applicability of design parameters and proper G/ �-i 2� - 2.2,4 compression web bracing must be installed where shown+ incorporation of component is to responsibility of Me Wilding designer. 3.Additional temporary bracing to insure stability during consbuction 2 Design assumes the top and bosom chords to be laterally braced at O f 4, Q, is the responsibility of the erector.Addtonal permanent bracing of 2'etc.and at 10'oh.respectively unless braced throughout their length by }/w� 1N v Q DATE: 7/16/2 015 continuous sheathing such as plywood sheathing(TC)and/or dryvsll(BC). �`R R 11+ the overall structure is the responsibility of the building designer. 3.2s Impact bridging or latent!bracing required where shown++ SEQ. : El3 0 913 8 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 compAre and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component and are for'dry coed/Son'of use. 5.Compslros has no control over and assumes no responsibility for the fit Design sesames full bearing at all supports shown.Shire or wedge if EXPIRES: 12/31/2015 fabrication,handling,shipment and installation of components. necasssry. 7.Design assumes ra adequate drainage is grossed. July 6,2015 6.This design is famished subject to the limitations set forth by B.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 fines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,IRC./CornpoTrus Software 7.6.7-SP2(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: Larry M • LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-) 0) 50 2-4-(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-93) 73 TC LATERAL SUPPORT <= 12"OC. UON. LOADING ' BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -52/ 422V -22/ 110H 5.50" 0.67 KDDF ( 625) 5'- 10.9" -128/ 170V 0/ OH 1.50" 0.27 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 82V 0/ OH 5.50" 0.13 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacirtg. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" 5-11-11 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" 1' '' MAX TC PANEL LL DEFL - 0.086" @ 3'- 2.2" Allowed = 0.395" MAX BC PANEL TL DEFL - -0.149" @ 4'- 1.4" Allowed - 0.467" 12 6.00 MAX HORIZ. LL DEFL = -0.000" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 5'- 10.9" 3 -7 Design conforms to main windforce-resisting system and components and cladding criteria. I 0 Wind: 140 mph, h-22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. c 0 tr m /- o M o 0 1 2 4 M-3x4 J, 1 * 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 ,„c-:- GN figs/ 444 17 89200PE r JOB NAME : 17461 WESTWOD PL-2747L - GJ3 � AI Scale: 0.6125 WARNINGS: GENERAL NOTES, uMess otherwise noted' 0'T7 /.A �� Truss: GJ 3 1.Builder and erection contractor should be advised of all General Notes 1.This design H based only upon the parameters shown end is for an individual G %�OREGON Ix 4� and Warnings before construction commences. building component.Applicability of design parameters and proper `N 2.904 compression web bracing must be installed where shown r, incorporation of component is the responsibility of the Wilding designer. <O 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end Whom chords to be laterally braced at1 1 is the responsibility of the erecter.Additional pemwnsnt bracing of 2'o.c.and at 10'o.e.respectively unless braced throughout their length by /rye �� DATE: 7/16/2015 the overall structure is the responsibility of the building designer. arIhnwns sheathing or later l s plywre meedsheatwhere s)and/ar drywall(BC). �`R R 10°' v 3.2z Impact bridging or lateral bracing nquked where shown i i SEQ.: K13 0 913 9 4.No bad should be applied to any component until after all brecirhg and 4.Installation of truss is the responsibility of the respective contactor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK Poo 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2015 mamfabrication,handling,shipment and installation of components. 7.Design sssunhes adequate drainage is provided. July 16,2015 8.TMs 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 TPIIW1CA in SCSI,copies of which will be furnished upon request. fes coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-19W(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-127) 91 TC LATERAL SUPPORT <- 12"OC. UON. LOADING ' BC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -45/ 480V -27/ 1260 5.50" 0.77 KDDF ( 625) 7'- 9.2" 0/ IO1V 0/ OH 5.50" 0.16 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 7'- 11.7" -90/ 216V 0/ OH 1.50" 0.35 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci'tg. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 BOTTOM CHORD CHECKED FOR 1UPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.270" @ 4'- 9.1" Allowed = 0.544" 7-11-11 MAX TC PANEL TL DEFL = -0.353" @ 4'- 5.9" Allowed = 0.817" f 1 MAX HORIZ. LL DEFL = -0.001" @ 7'- 10.9" 3 MAX HORIZ. TL DEFL - -0.001" @ 7'- 10.9" 12 6.00 Design conforms to main windforce-resisting '' system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 o A- I I f 1 2 4 0 M-3x4 1-00 'PROVIDE FULL BEARING;Jts:2,4,3 I 8-00 ,;-(.i0 PROFFS / 4cuLNE4\ 89200PE r • JOB NAME : 17461 WESTWOD PL-2747L - HJ4 Scale: 0.5625 . =�,� - WARNINGS1.Builder G.This unless otherwisethearamete: OREGON ��� 1.Builder aM erection contractor should be advised of at General Notes 1.Thio design is based only upon the parameters shown and is for an individual �4/� Truss: HJ4 and Warnings before construction commences. budding component Applicability of design parameters and proper 2.2z4 compression web bracing mus[be installed where shown+. 2 Design incorporation nmesr the top and bottom chords to be componeM is the responsibility f latertheally braced ilding designer. <O ' ' 14 f (�0 �4 3.Additional temporary bracing to insure stability during construction T oft.and at 10'oft.respectively unless braced throughout their length by ^- 10- DATE: L / / is the responsibility of the erector.Additional permanent Pacingof continuous sheathing such as plywood sheathing(TC)and/ordrywall(BC). FRR7 16 2 015 the overall structure is the responsibility of the building designer. 3.2o Impact bridging or lateral bracing required where shown++ SEQ. : Ki3 0 914 0 4.No load should be applied to any component until after all bracing and a.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 musses are to be used in a non-corrosive environment, des' ds be applied to an nt. and are br'dry condition'of use. TRANS ID: LINK design noc erandane 5.CompuTrus has control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2015 fabrication,handling, m Design as shipment and installation o setfor components. 7. assumes adequate drainage is provided. July 16,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of tru88,and placed so their center TPIANfCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.7-SP2(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: Larry M v LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-9=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" 0.0. 2-3-(-127) 93 TC LATERAL SUPPORT <= 12"OC. UON. LOADING i BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -61/ 480V -30/ 141H 5.50" 0.77 KDDF ( 625) 7'- 9.2" 0/ 101V 0/ OH 5.50" 0.16 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -96/ 218V 0/ OH 1.50" 0.35 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacitig. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.270" @ 9'- 9.1" Allowed = 0.594" 7-11-11 MAX TC PANEL TL DEFL = -0.353" @ 4'- 5.9" Allowed = 0.817" MAX HORIZ. LL DEFL = -0.001" @ 7'- 10.9" 3 -V MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 12 6.00 Design conforms to main windforce-resisting '' system and components and cladding criteria. Wind: 190 mph, h=22.Sft, 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 o i, 1Pird s- 1 2 11111 4►� 0 M-3x4 )' b y 1-00 'PROVIDE FULL BEARING;Jts:2,9,3 I 8-00 89200PE r JOB NAME : 17461 WESTWOD PL-2747L - GJ4 ��. Scale: 0.5625 WARNIN1. G8: G.This de NOTES, unlessy otherwisentheparameters '� O R EGO N Truss: GJ4 Budder and s before contractor should be advised of all General Notes This design is basednt.only upon paremetere shown and is for r individual t� • and Wemings before construction commences. building component.Applicability of design parameters and proper 7 A V' 2.2x4 compression web bracing must be installed where shown 5. incorporation of component is the respanaibilily of the buildup designer. <O .9 Y 14' ry O\ �4 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et G is the responsibility of the erector.Additional permanent bracing of 7cac.c.and at 10'oh.respectively unless braced throughout their drywall(BC).by 41/414R11-‘- DATE: �///www,,,... (� DATE: 7/16/2015 the overall etruaare is the re continuous sheathing such as plywood sheathing(TC)and/or -%/..14 Ui ` V responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ `f�fl L SEQ.: Ki3 0 9141 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 trusses are to be used in a noncorrosive environment TRANS ID: LINK design loads be applied to any component. and are for"dry condition'of use. 5.CamWTrus hes no control over and assumes no responsibility for the S.Design assumes full bearing at all supports shown.Shim or wedge if �ssary. EXPIRES: 12/31/2015 fabrication,handling,shipment to installation I,niof components. 7.Design assumes adequate drainage is provided. July 16,2015 8.This design is famished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center TPIANfCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(0) 0 BC: 2x4 ROOF #1&BTR SPACED 24.0" O.C. 2-3=(-150) 126 3-4=( -99) 37 TC LATERAL SUPPORT <= 12"OC. UON. LOADING ' BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIP DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PIP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 442V -34/ 154H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 90V 0/ OH 5.50" 0.14 KDDF ( 625) 7'- 11.2" -192/ 491V 0/ OH 1.50" 0.63 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -93/ 24V 0/ OH 1.50" 0.04 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.200" @ 3'- 10.8" Allowed = 0.546" MAX TC PANEL TL DEFL = -0.194" @ 3'- 10.9" Allowed = 0.820" 4 MAX HORIZ. LL DEFL = -0.002" @ 7'- 11.2" MAX HORIZ. TL DEFL = -0.002" @ 7'- 11.2" 12 0Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. 3 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. • 0 LU M o /- c Jill o s- i �� g�� 0 M-3x4 )' 1 b 1 1-00 8-00 (PROVIDE FULL BEARING;Jts:2,5,3,4 I 1-11-11 ,<<(,9•, -1) 4i P R Q , ,A ' 'R /0 �� 89200PE �<-" JOB NAME : 174 61 WESTWOD PL-2 7 4 7 L - HJ5 Scale: 0.4874 . WARNINGS: GENERAL NOTES, miens othnrso,so noted: 0-17 OREGON l r 1.Builder and erection conbador should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �a �O3 bI �� Truss: HJ5 and Warnings before conaWction commences. building component Applicability of design parameters and proper (, � 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. /O q}/ s 3.Additional temporary bracing to insure staNlity during construction 2.Design assumes the lop and bottom con b to be laterally braced at 14 �(- le the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 1P o.c.respectively unless braced throughout their length by (/`... `_ continuous sheathing such as plywood sheathing(TC)and/or drywall(6C). "l R 1144\'' DATE: 7/16/2015 the overall structure is the responsibility of the building designer. a 24 Impact bridging or lateral bracing required where shown++ SEQ. : K1309142 4.No bed 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 nonconoeve environment, TRANS ID: LINK design beds be applied to any component. and are for"dry condition'of use. 5.CompuTnrs has no control over and assumes co responsibility for the 6.Design assumes full bearing a1 all supports shown.Shim or wedge t EXPIRES: 12/31/2015 fabrication,handing,shipment and installation of components. 7.Design assures adequate drainage is provided. July 1 6,2015 6.This design is furnished subject to the limitations set forth by 8.Plata shall be located on both faces of truss,and placed so their center TPI( TCA in SCSI,copies of which will be tumished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./COmpuTrus Software 7.6.7-SP2(1L)-E tO.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-) BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3-(-150) 126 2 5=(0) 0 3-4-( -99) 37 TC LATERAL SUPPORT <- 12"OC. UON. LOADING BC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA • OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -30/ 442V -38/ 175H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 90V 0/ OH 5.50" 0.14 KDDF ( 625) 7'- 11.2" -209/ 491V 0/ OH 1.50" 0.63 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -93/ 29V 0/ OH 1.50" 0.05 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oo spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.200" @ 3'- 10.8" Allowed - 0.546" MAX TC PANEL TL DEFL - -0.194" @ 3'- 10.9" Allowed = 0.820" 4 -/ MAX HORIZ. LL DEFL = -0.002" @ 7'- 11.2" MAX HORIZ. TL DEFL = -0.002" @ 7'- 11.2" 12 ') Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. 3 Wind: 140 mph, h=23ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ) load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. C 0 LU rn o F o .....-=. 5 -� -/ 0 M-3x4 1 b y y 1-00 8-00 'PROVIDE FULL BEARING;Jts:2,5,3,4 I 1-11-11 PR Ok-k- cps Gi NE. sv � 2 �' 89200PE yr JOB NAME : 17461 WESTWOD PL-2747L - GJ5 Scale: 0.4874 /� /-.we W1.ARNINGS: G, hRAeignNb, unless othevise aramenoted: t3 OREGON lv� Truss: GJ5 andHrinerectionconnractoronoodbenceandof eIIGeneralNotes This 1pleagrasbased onlyupon yopesignpsshown and is for aninaiWdwl // q 2�\� �� and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+ incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords w be laterally braced at Q 14 1 7 o.c.ae� is the responsibility of the erector.Addibonal permanent bracing of and et 10'o.c.respectively unless braced throughout their length by '*1=? 7/16/2015 the overall structure is the responsibility of the building designer. a Impact sheathingdginsuch l b acing rplywooe airedsheathing(TC)heresown,0r drywan(Sc). �`R Fill-\-- DATE: 9 3.In Impact bridging or lateral bracing required where shown++ SEQ. : K13 0 914 3 4.No bad should be applied to any component until alter all brecing and 4.Installation of truss is the resporsibtiity 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, TRANS I D: LINK design wads be applied to any component. and are for"dry condition of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2015 cowry' g,shipment and installation of components fabrication,handling. c . 7 Design assumes adequate drainage is provided. July 16,2015 8.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 TPINVTCA in SCSI.copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in itches MITek USA,IRC./CompaTrus Software 7.6.7-SP2(1L)-E 10.For basic connector plata design values see ESR-1311,ESR-1988(MTek) This design prepared from computer input by PACIFIC LUMBER: Larry M y LUMBER SPECIFICATIONS TRUSS SPAN 11'- 4.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-) 0) 50 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-180) 125 3-9=( -87) 36 TC LATERAL SUPPORT <- 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -30/ 444V -39/ 174H 5.50" 0.71 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 90V 0/ OH 5.50" 0.14 KDDF ( 625) 7'- 11.2" -189/ 462V 0/ OH 1.50" 0.59 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 4.9" -22/ 31V 0/ OH 1.50" 0.05 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci4vg. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.197" @ 4'- 5.8" Allowed = 0.546" MAX TC PANEL TL DEFL - -0.203" @ 3'- 10.9" Allowed = 0.820" MAX HORIZ. LL DEFL = -0.002" @ 11'- 4.2" MAX HORIZ. TL DEFL = -0.002" @ 11'- 4.2" Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 190 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, 6.00 Truss designed for wind loads in the plane of the truss only. 3 0 0 0 M O f vMa OI /- 1 2�� 5,...,1 -,, 0 M-3x4 y 1-00 y 8-00 y 3-09-15 y �p.ED PROFFs6, N.(PROVIDE FULL BEARING;Jts:2,5,3,9 0,401 N EFh, 4.1 VA 4c- 89200PE 89200PE !ter JOB NAME : 17461 WESTWOD PL-2747L - HJ 6 ..,''' Scale: 0.9292 WARNINGS: GENERAL NOTES, unlessothervnae noted: tp OREGON Co Truss: HJ6 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 17 I ���t Co and Warnings before contramcomponent construction commences. building componeApplicability of design parameters and proper L 4, N 2.2x4 compression web bracing must be installed where shown+, incorporation oicompanen is the responsibility of the buildirg designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chards to be laterally braced at �© 14 1 �P is the roaponaibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively as ply unless braced throughout their length by DATE: 7/16/2015 the overall structure is the responsibility of the building designer. continuous sheathing such l b plywood meedsheatotters s ownand/+drywall(SC). ��(:.y'L 3.raxtmpaot of truss orlebrelbracingity ofthewhpe she co+a fl 1� S E Q.: K 13 0 914 4 4.No bad should be applied fo any component until after all bredrg aM 4.Installation citrase le the responsibility of the respective contractor. fasteners are complete and at no time should any beds greater than 5.Design assumes trusses are Ss be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component and are for'dry condition'of use. 5.Dom W Trus has no control over and assumes no re 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2015 aporreibilhy for the cossary fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. July 16,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed no their center TPIANICA in SCSI,copies of which will be fomished upon request lines coincide with pin center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M e LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KODF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-129) 94 3-9=( -47) 0 TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 11.2" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -47/ 474V -31/ 165H 5.50" 0.76 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 1O1V 0/ OH 5.50" 0.16 KDDF ( 625) 8'- 0.0" -149/ 328V 0/ OH 1.50" 0.42 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.002" @ 8'- 11.2" Allowed = 0.094" MAX TL CREEP DEFL = -0.003" @ 8'- 11.2" Allowed = 0.125" 4 MAX TC PANEL LL DEFL = 0.275" @ 4'- 9.3" Allowed = 0.546" '" MAX TC PANEL TL DEFL = -0.357" @ 4'- 6.1" Allowed = 0.820" 12 3 MAX HORIZ. LL DEFL = -0.001" @ 7'- 11.2" 6.00 MAX HORIZ. TL DEFL = -0.001" @ 7'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. Ci rn o c 1 M O f , RillO o M-3x4 l b y y 1-00 (PROVIDE FULL BEARING;Jts:2,5,3 1 8-00 0-11-09 ���EO P R Qi 0NGINEfiR /O 2 4t� 89200PE �c*"' JOB NAME : 17461 WESTWOD PL-2747L - GJ6 �� Scale: 0.5290 4 WARNINGS: GENERAL NOTES, unless otherwise noted: 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 0 A_OREGON Truss: GJ 6 and Gamin before construction sommencea. building g component.Applicability of design Parameters and proper 2.2r4 compression web bracing must be installed where shown+ incorporation of component is the responsibility of the building designer. /O it f 1 4 t 2-13 13 4 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at / 'G �� is the responsibility of the erecter.Additional permanent bracing of 7 o.c.oo at 70'o.c.respectively unless braced throughout their length by I DATE: 7/16/2015 the overall structure is the responsibility of the building designer. 3.continuousimpact sheathing(TC)bridging or lateral bracing required where shown++ !7 l.-t+ SEQ. : K 13 0 919 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss's the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for'dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2015 fabrication,handling,shipment and instillation of components. 7.Design assumes adequate drainage is provided. July 1 6,2015 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 TPIIWICA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 254 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-50) 15 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -68/ 301V -6/ 43H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -29/ 24V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �GGND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci q. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed - 0.133" 11 MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed - 0.050" MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed - 0.067" 12 MAX HORIZ. LL DEFL - -0.000" @ 1'- 10.9" 6.00 (2'. MAX HORIZ. TL DEFL - -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Sir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 3 -/ 0 o ol0 I Elo 1 1 2 4 ,, M-3 x4 b )' 1' 1-00 2-00 (PROVIDE FULL BEARING;Jts:2,4,3 �� ED P R OFFx, 0A6INEFR � /a Lf 89200PE -ter JOB NAME : 17461 WESTWOD PL-2747L - HSJ1 ,4/41P'. - Scale: 0.7454 /' ll CC 1.BuWARNilder G. hRAe NOTES, uny up on ise parameters "7/ . OREGON �4 ,' 1.Builder and erection...dor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4+' s,. Truss: HSJ1 and Wamings before const action mmmencos. building component.Applicability of design parameters and proper A 1 2.2x4 compression Web bracing must be installed where shown+, irhoorpontion of component is the responsibility of the building designer. �j4 '7'/ 1 f 2-°\ O �4 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at (� [�, L 2 oc.and at e.c.respectively unless braced throughout their length by te the responsibility of the erecter.Additional permanent bracing of continuous sheathing such as plywood aheamirg(TC)and/or drywan(eC). RR I �\ I ,, DATE: 7/16/2015 the overa0 structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K13 0 914 9 4.No bed should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D• LINK design loads be applied to any component and are for'dry condion'of use. 5.CompuTms has no control over and assumes no responsibility for the 8.Design essunhea full bearing et all supports shown.Shim or wedge if EXPIRES: 12/31/2015 fabrication,handling,shipment end installation of components. ry 7.Designlaesassumes aeduon drainage lepross,a JUIy 18,2015 6.This design is furnished subject to the timimtiorhe set forth by a.Plates shall be locates on both moos of>tiss,and placed so weir center TPIANTCA in SCSI,copies of which will be famished upon request lines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) I This design prepared from computer input by PACIFIC LUMBER: Larry M a LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1-00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x9 KDDF' #1&BTR SPACED 29.0" O.C. 2-3=(-69) 30 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -62/ 322V -13/ 71H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -3/ 60V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -44/ 99V 0/ OH 1.50" 0.15 KDDF ( 625) 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 6.00 VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.067" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 3 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 11 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. c 0 oF M /- O PA O 2► y -/ M-3x9 1-00 2-00 1-11-11 (PROVIDE FULL BEARING;Jts:2,9,3 I ���E0 P R Qp , �N(3INELc, /0 :9200PE -57_,JOB NAME : 17461 WESTWOD PL-2747L - HSJ2 -4P 4fillp Scale: 0.8463 WARNINGS: GENERAL NOTES, unless otherwise noted' UP �� 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 ,,q OREGON k Truss: HSJ2 and Warnings before construction commences. building g component Applicability of design parameters and proper 2.2r4 compression web bracing must be installed where shown+, incorporation of component is the responsibildy of the buildup designer. '1)' 1 2.0 3.Additional temporary bracing to insure stability during construction 2.Design assumes the bopres and bottom chords to he laterally braced at O / 14, �� is the responsibility of the erector.Additional permanent bracing of 2'continuous and at 10'o.c.mush a plywoodly s braced throughout their length by I 7/16/2015 the overall structure is the resheathing such as sheathing(TC)and/or drywai(BC). 'v/4 I p10- DATE: responsibility of the building designer. 3.2i Impact bridging or lateral bracing required where shown*-r- SEQ. : rl S E Q. : K13 0 915 0 4.No bad should be applied to any component until after all bhang 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 busses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be appied to any component and are for'dry condition•of use. 5.DOmpuTnn has no control over end assumes no responsibility for the B.Design assumes full bearing at all supports shown.Shim or wedge if rosnesEXPIRES: 12/31/2015 fabrication,handing,shipment and re limitations of components. 7.Design assumes adequate drainage is provided. July B,2015 8.TMs design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate le inches. MiTek USA,Inc./CompuTrus Software 7.6.7SP2(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-102) 47 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -92/ 311V -20/ 99H 5.50" 0.50 KDDF ( 625) 1'- 9.2" -96/ 152V 0/ OH 5.50" 0.24 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -67/ 144V 0/ OH 1.50" 0.23 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 6.00 [7' MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.050" 3 MAX BC PANEL TL DEFL = -0.009" @ 1'- 0.1" Allowed = 0.067" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=15ft, TCDL=9.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 rn 0 oo111 0 /- -/ 2► 4 M-3x4 y b y y 1-00 2-00 3-11-11 'PROVIDE FULL BEARING;Jts:2,4,3 .\�� p P R oFFs�' ��5 �cNGIN��9 /O291 :9200PE JOB NAME : 17461 WESTWOD PL-2747L - HSJ3Scale: 0.6002 /°111:6110 i WARN1. iNGS: G.Thistle NOTEignisb, unless otherwise aramenoted: ,�OREGON t. ��� Truss: HSJ3 Builder end erection contractor should heady sed of all General Notes t.This gra based only uponthe parameters shown end is for an iMiv dual 7 end Warnings before consbuction commences. building component.Applicability of design parameters and proper a, 2.2z4 compression web bracing must be instated where shown+, incorporation of component is the responsibility of the building designer. /O q y 14 1 2. ` �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to he laterally braced at is the responsibility of the erector.Additional permanent bracing o/ 7 a.c.and at 10'o.c.respectively ureas braced throughout their length by ,, continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �w tl Ui/1-k- DATE: 7/16/2E15 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ 1"�Il SEQ. : K13 0 9151 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 compete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for.dry condition of use. 5.ComWTruc hes no control over end assumes no responsibility for the 6.Design assumes full hearing at all supports shown.Shim or wedge t mmmry. EXPIRES: 12/31/2015 fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. July 1 6,2015 6.This design is furnished subject to the limitations set font by B.Plates shall be located on both faces of truss,and placed so their center TPIMWTCA in SCSI,copes of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches MITek USA,Inc./ConlpuTrus Software 7.6.7-SP2(1L)-E 15.For basic connector plate design values see ESR-1311,ESR-1988(MTek) This design prepared from computer input by PACIFIC LUMBER: Larry M a LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 _ _( 0) 50 _ BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-42) 40 2 9-(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 POE 0'- 0.0" -63/ 297V -7/ 47H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -105/ 89V 0/ OH 1.50" 0.14 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625)1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed - 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed - 0.097" f T MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.145" MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.250" 12 MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.333" 6.00 MAX HORIZ- LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL - 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 3 in the plane of the truss only. 0 a 0 , 0 liAl I 1 2 ►/, M-3x9 J, 5 l 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 6-00 �S���NGPE ,�s/ L' 89200P 1,44 ter' JOB NAME : 17461 WESTWOD PL-2747L - J1 Scale: 0.7269 mw- 1.Builder G.This de,ge A NOTES, uny,ponhhise parameters '!f OREGON �� Truss: J 1 Builder and erection contractor should be advised of all General Notes This building co is basednt. pp upon ythe p design as shown and is for r individual 4. h and Warnings before construction commences. building component.Applicability of design parameters and proper Vt L 2.2s4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 'Q 4)- 14 ' 2O� "'` 3 Additional temporo brad to insure stabil' during 2.Design assumes the top and bottom chords to be laterally braced at temporary ng stability 9 construction 7 o.c.and at 10'o.c.respectively unless braced throughout their length b is the responsibility of the erector.Additional penvonent bracing of continuous sheathing sPe sheathing(TC) drywall(BC)Y DATE: 7/16/2015 the ove,aH structure is the responsibility of the building designer. r lat bracing required ethi � L� 3 2z Impact bridging or lateral bracing ruiwhere shown SEQ. : K 13 0 915 2 4.No load should be applied to any component until atler all bracing and 4.Installation of buss 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, TRANS I D: LINK design loads be applied to any component and are for"dry condition•of use. 5.CompuT us has no control over and assumes no responsibility for the 9 Design assumesfull toes ng at all supports shown.Shim or wedge if EXPIRES: 12/31/2015 fabrication,handling,shipment and installation of components. nenB-ry 7.Design assumes adequate drainage is provided. July 16,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7SP2(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Web) This design prepared from computer input by PACIFIC LUMBER: Larry M a LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-65) 49 TC LATERAL SUPPORT <= 12"OC. CON. LOADING BC LATERAL SUPPORT 0= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -52/ 346V -14/ 78H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -99/ 113V 0/ OH 1.50" 0.18 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 57V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TC PANEL LL DEFL = 0.012" @ 2'- 2.2" Allowed = 0.246" 3-11-11 MAX BC PANEL TL DEFL - -0.034" @ 3'- 1.4" Allowed = 0.333" T T MAX BC PANEL TL DEFL - -0.002" @ 4'- 1.4" Allowed = 0.333" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 -/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. c 0 N co o aIPirgl 7- f M-3 x 4 )' )' y 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 16-00 . PR OAFS 0NGINEF9 `SAO 9200PE 17 r" JOB NAME : 17461 WESTWOD PL-2747L - J2j� Scale: 0.6394 L� WARNINGS: G.Th de ra:NOTES, any upon the parse nrete: 0'� OREGON h ��� Truss• J2 1.Builder and erection contractor should be advised of all General Notes Thin design is based only upon the parameters shown and is for r individual I- V end VVamcompress before bracing ionmu commences. building component Applicability of design parameters and proper 2� �� 2.254 compression web bracing must be installed where shown+. incorporation of component is the responsibility of he building designer. /O -.4e)' 14 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at 1 is the responsibility of he erector.Additional pemunent bracing of 2'o.c.and at 1G o.c.respectively unless braced throughout their length by /� v. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). v✓�/�[� 5 l DATE: 7/16/2015 the overall structure is the responsibility of the budding designer. 3.2K Impact bridging or lateral bracing required where shown+n `1� l�Lr SEQ. : Ki3 0 915 3 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time 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 condition•of use. 5.CompuTnrs hes no control over and assumes no responsibility for the S.Design assumes full bearing at all supports shown.Shim or wedge if necessary. EXPIRES: 12/31/2015 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. .July 6,2015 S.This design is famished subject to heo limitations set forth by S.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA in SCSI.copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M a LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-) 0) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-97) 68 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -60/ 402V -22/ 110H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 74V 0/ OH 5.50" 0.12 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 5'- 11.7" -70/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/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 = 0.079" @ 3'- 7.2" Allowed = 0.395" 5-11-11 MAX TC PANEL TL DEFL = -0.092" @ 3'- 4.8" Allowed - 0.593" T f MAX HORIZ. LL DEFL - -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL - -0.001" @ 5'- 10.9" 12 6.00 3 --Y Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h-22ft, 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 M rn O f m O 1 2 4 M-3x4 l )' y 1-00 6-00 'PROVIDE FULL BEARING:Jts:2,4,3 I ���Ep P R p,.Fss �NGI NEP, /� 89200PE ter' JOB NAME : 17461 WESTWOD PL-2747L - J3 �j� Scale: 0.5759 WARNINGS: GENERAL NOTES, unless otherwise noted: �Cr 1.Builder and erection contactor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual jsL ,�OREGON Truss: J3 and Wamin before construction commences. building g component.Applicability of design parameters and proper y 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. <Q q 1.. 14 1 jO` �4 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and botom chords to be laterally braced at / is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o.c.respectively unless braced throughout their slllB by 41'[/`� ` DATE: 7/16/2015 the overall stuowro is the recontinuous sheathing such as plywood sheathing(TC)and/or drywall(BC). `R R I Lk- responsibility of the buikling designer. 3.2z Impact bridging or lateral bracing required where shown++ SEQ.: K13 0 915 4 4.No bad should be applied m any component until after all bracing and 4.Installation of truss is the responsibility of the respective contactor, fasteners are complete and at no time should any beds greater than 5.Design assumes busses are to be used in a non-corrosive environment. TRANS I D: LINK design loads be applied to any component. and are for•dry condition.of use. 5.Comporms has no control over and assumes no respansibity for 6.Design assumes toll bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2015 fabrication,handling,shipment and instillation of components. 7.Design assumes adequate drainage is provided. July 16,2015 6.This design is furnished subject to the limitations set form by 8.Plates shall be located on both faces of buss,and placed so their center TPI'WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 7.8.7SP2 1 L-E 9.Digits indicate size of plate in inches. P ( ) 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) • This design prepared from computer input by PACIFIC LUMBER: Larry M s LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-) 0) 50 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-126) 92 3-4=) -64) 25 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -33/ 378V -30/ 141H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -143/ 337V 0/ OH 1.50" 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -13/ OV 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX TC PANEL LL DEFL = 0.047" @ 2'- 9.3" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" 4 -/ MAX HORIZ. LL DEFL = -0.001" @ 5'- 11.2" 12 MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 6.00 '' Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h-22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, A Truss designed for wind loads '' in the plane of the truss only. 0 C1 o f v Plio 1 2►/ 5►� 0 M-3x4 ) ,6 k )' 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,5,3,9 1-11-11 ���E� P R OFFS, 0.t GINEF9 /� 2 ct 89200PE mac'• JOB NAME : 17461 WESTWOD PL-2747L - J4 /Orr Scale: 0.5522 - WARNINGS: GENERAL NOTES, unlessotherwisenoted: ) OREGON}1� �„� Truss: J4 554d and erection contractor should be advised of all General Noma This design re based only upon the parameters shown and is for an individual / y� • and Warnings before construction commences. building component.Applicability of design parameters and proper r,/ �� LO`µ�/` 2.254 compression web bracing must be installed where shown a, incorporation of component is the responsibility of the building designer. O 14, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top oc bosom chorda to be laterally braced at re the responsibilityof the erector.Adtlitiorol Y op.and at eaID 0.5.respectively unless braced throughout their length by /F/�� 1 permanent dbracing of continuous sheathing such as bracing rd sheath here)and/or drywall(BC). `R R 11= DATE: 7/16/2015 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ SEQ.: Ki3 0 915 5 4.No load should be applied to any component until after all bracing and 4.Instate[on of truss is the responsibility of the respectve contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are b be used in a noncorrosive environment TRANS I D: LINK design loads be applied to any component. and are for'dry condition'of use. 5.CampuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if «°eery EXPIRES: 12/31/2015 tebrieation,handling,ad subject ment installation Ilebf components. 7.Design assumes adequate drainage is provided. July 18,2015 6.This design is furnished subject to the limitations sat forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIM?CA in BCSI,copies of which will be famished upon request lines coincide with joint center lines. B.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(0) 0 - BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-170) 99 3-4=( -76) 34 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 374V -38/ 175H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -168/ 368V 0/ OH 1.50" 0.47 KDDF ( 625) I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -45/ 91V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci}tg. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL - -0.028" @ 2'- 11.9" Allowed - 0.397" MAX TC PANEL TL DEFL - -0.048" @ 2'- 11.9" Allowed - 0.596" 4 -/ MAX HORIZ. LL DEFL = -0.002" @ 9'- 10.9" MAX HORIZ. TL DEFL - -0.002" @ 9'- 10.9" 12 ) Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. Wind: 140 mph, h=23ft, 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. 3 0 a 0 Lli M O f- C 111 i 1 tar--- 5�� 0 M-3x4 1-00 6-00 3-11-11 �_ c R OFFs (PROVIDE FULL BEARING:Jts:2,5,3,4 "� �NGI NEF�,' `S'/O 2 �� 89200PE �r- JOB NAME : 17461 WESTWOD PL-2747L - J5 .4i0IIIIPP/ Scale: 0.4874 WARNINGS: GENERAL NOTES, unlessothereise noted 'y 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 Truss: J5 and Warnings before construction commences. budding component Applicability of design parameters and proper G ,�Ot AS. 2.2c4 compression web bracing must be instated where shown+, incorporation of component is the responsibility of Bre building designer. '1°N 3.Additional temporarytend to insure stabil' Burin 2.Design assumes Be top and bottom chords to be laterally braced at GO�(�� ngdY g construction 7 o.c.and at 10'o o respectively unless braced throughout their length by O 1 I_ is Be responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). F E R R I I-V- DATE: 7/16/2015 t e overall structure is the responsibility of the building designer. 3.2c Impact bridging or lateral bracing required where shown++ SEQ.: K 13 0 915 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 true should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component and are for'dry condition'of use. 5.CompuTnn has no control over end assumes no responsibility for Be 8.Design assumes full bearing at all supports shown.Shim or wedge B wary. EXPIRES: 12/31/2015 fabrication,handling,aMpment and installation of components. 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss.and placed so their anter July 16,2015 TPIAN1'CA in SCSI.copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 8-00-00 GIRDER SUPPORTING 10-11-00 FROM 0-00-00 TO 8-00-00 IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=( 0) 50 2-6=(-219) 979 6-3-( -130) 850 - BC: 2x6 KDDF #1&BTR 2-3-(-1167) 167 6-7-(-213) 945 3-7=(-1096) 240 WEBS: 2x4 KDDF STAND LOADING 3-9=( -161) 125 7-4=( -228) 166 LL - 25 PSF Ground Snow (Pg) 4-5=( -46) 19 TC LATERAL SUPPORT <- 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 9'- 10.2" V BC LATERAL SUPPORT <- 12"OC. UON. BC UNIF LL( 111.5)+DL( 95.B)= 207.2 PLF 0`- 0.0" TO 8'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Single member as shown. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -290/ 1205V -66/ 176H 5.50" 1.93 KDDF ( 625) Hangers attached to the bottom chord 7'- 6.5" -262/ 1169V 0/ OH 5.50" 1.87 KDDF ( 625) • BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9'- 10.2" -24/ 93V 0/ OH 1.50" 0.07 KDDF ( 625) will have 1.5" max. nail penetration. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacihg. 4-01-12 5-08-07 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T T T MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed = 0.100" 5 MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL - -0.012" @ 4'- 0.0" Allowed = 0.354" MAX TL CREEP DEFL = -0.025" @ 9'- 0.0" Allowed = 0.972" 12 '' MAX HORIZ. LL DEFL = -0.003" @ 9'- 9.4" 6.00 I . M-1.5x3 MAX HORIZ. TL DEFL - -0.006" @ 9'- 9.4" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-3X4 o in the plane of the truss only. 3 p 1 C� � Gil I Iram IIMMIIIMIMMIIIIMIIII=EWIMMI f- 1 2�� 6 7 11.=0110 M-5x10 M-1.5x3 M-3x4 1' 3' 3, 1 4-00 3-06-08 0-05-08 y 1 y y 1-00 'PROVIDE FULL BEARING;Jts:2,7,5 I 8-00 1-10-03 P R OFF ���EONGINEss/� 06' % 2� 89200PE 9r JOB NAME : 17461 WESTWOD PL-2747L - J5GIRD Scale: 0.9999 _` /' WARNINGS: GENERAL NOTES, unlessothervise noted: • OREGON �(: J5GIRD 1.Builder and erection coMrocbrshould beadvised of all General Notes buil designpbasedopplcabny the parameters shown and is for r individual 7L l LOA �C. A Truss: and Warnings before consWction commences. building component.Applicability of design parameters and proper v 2.2x4 compression web bracing must be installed where shown+ incorporation of component is the respontibilRy of the budding designer. <O 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 7 on.and at id in.respectively unless braced throughout their length by ill continuous sheathing such as plywood ng(TC)and/or drywall(BC). l (�Ui IL L- DATE: 7/16/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ (Z fl SEQ.: Ki3 0 915 7 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor fasteners are complete and at no bre 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 for"dry condition"ofuse. 5.CompuTNe has no control over and assumes no responsibility far the 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary. EXPIRES: 12/31/2015 mbricar n,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. July 16,2015 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both bees of truss,and placed so their center TPIM?CA in SCSI,copies of which will be furnished upon request lines coincide with joint center linea. g.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 1D.For basic connector plate design values see ESR-1311,ESR-7988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M ' LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 - BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-55) 25 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -66/ 300V -6/ 44H 5.50" 0.48 KDDF ( 625) 2'- 0.0" -18/ 65V 0/ OH 5.50" 0.10 KDDF ( 625) 12 LL - 25 PSF Ground Snow (Pg) 6.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.001" @ 1'- 0.1" Allowed - 0.050" MAX BC PANEL TL DEFL - -0.002" @ 1'- 0.1" Allowed = 0.067" Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. rn 0 0 n / o 0 ggiii o 2► '4 1 M-3x4 y 1-00 y 2-00 y PRQ • <0� p �Fss �� FR�CNG�NE /�2 cr 89200PE �<- JOB NAME : 17461 WESTWOD PL-2747L - K1 Scale: 1.0518 41111"4°°°11:1. - . W40 CC 1. iNGS: G.ThiIde NOTES, unlessuotherwisethear,eeio 74' 7 OREGON �4, 1.Builder and erection contractor should be advised of all General Notes 1.Thin design is based only upon the parmmebrm shown and is for an individual y.. Truss: K1 and Warnings before consbuction commences. building component.Applicability of design parameters and proper �t" 2.9t4 compression web bracing must be installed where shown+, iroorporetion of component is the responsibility of the building designer. 9 y 2.°1\ y O �4 2.Design assumes the top and bottom chorda b be laterally braced at 14L 3.Additional temporery bracing to insure stability during construction , re the responsibility of the erecter.Additionalpermanentbracing of 2.cc and at 117 op.respectively unless braced throughout their length by DATE: 7/16/2015 the overall abucture is the responsibility of the building designer. 3 2x Impact bridging or such l b aciplyng red uir d when shown required where ++ SEQ. : El3 0 915 8 4.No bad 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 trusses are to be used in a noncorrosive environment, TRANS I D: LINK design bads be applied to any component. and are for•dry condition"of use. 5.ConTxeTrus has no control over end assumes no responsibility for the B.Design assumes full bearing at all supports shown.Shim or wedge if s�ry. EXPIRES: 12/31/2015 fabrication,nandiirg,shipment and installabon of components. 7.Design assumes adequate drainage is provided. July 18,2015 B.Thisisdesign is furnished subject to the limitations set font P by B.Plates shall be located on both faces of buss,and planed so their center TPINWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. B.Digits indicate size of plate in inches. MiTek USA,InciCompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Minsk) This design prepared from computer input by Pacific Lumber and Truss-BC e LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-) 0) 50 2-5=(-76) 99 3-5=(-249) 219 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3-(-166) 138 WEBS: 2x4 KDDF STAND 3-4=( -10) 5 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -65/ 473V -55/ 142H 5.50" 0.76 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -39/ 328V 0/ OH 5.50" 0.53 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed - 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL - 0.347" @ 4'- 0.3" Allowed = 0.522" MAX TC PANEL TL DEFL - -0.390" @ 4'- 0.7" Allowed = 0.782" MAX HORIZ. LL DEFL - 0.001" @ 7'- 8.2. 7-08-04 0-03-12 MAX HORIZ. TL DEFL - 0.001" @ 7'- 8.2" T 'I T Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00 p M-1.5x3 3 4 -V Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), !< load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 0 M O /- Z Q I 1 2 5 O M-3x4 M-1.5x3 1' b b 7-08-04 0-03-12 b )' y 1-00 8-00 / 4 &I 2 `r 89200PE �<-' JOB NAME : 17461 WESTWOD PL-2747L - L2 lirdlill°11 ... Scale: 0.4750 WARNINGS: GENERAL NOTES, unless othemese noted: 1r .Truss: L 2 and Warnings before construction commences. building 1.Builder and erection contractor should be advised of all General Notes 1.This design 4 based only upon the parameters shown and is for an individual OREGON d '7ding component Applicability of design parameters and proper y � 2.2x4 compression web bracing must be installed where shown«. incorporation of component is the responsibility of the budding designer. / Y ^0` � . 3.Additional temporary brecing to insure stability during construction 2.Design assumes to by end bottom chords to be laterally braced et Q = / ',J,}1 •(� is the responsibility of the erector.Additional pemanent bracing of 2'o.c.and at I O o.c.respectively unless braced throughout fair length by DATE: 7/16/2015 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). �13 R I` sponsibil' 3.2i Impact bridging or lateral bracing where shown** fj l.. SEQ. : El3 0 915 9 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes busses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component and are for.dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at at supports shown.Shim or wedge EXPIRES: 12/31/2015 fabrication,handling,shipment and installation of components, rocasxry. 7.Design assumes adequate drainage is provided. July 6,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI WSTCA in SCSI,copies of which will be furnished upon request. lines coinede with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC a LUMBER SPECIFICATIONS 8-00-00 MONO HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=( 0) 50 2-5=(-94) 427 5-3=(-332) 215 BC: 2x6 KDDF #1&BTR 2-3=(-555) 89 5-6=(-41) 67 5-4=(-104) 642 WEBS: 2x4 KDDF STAND LOADING 3-4=(-427) 104 4-6=(-725) 223 LL = 25 PSP Ground Snow (Pg) TC LATERAL SUPPORT 24"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON, TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 8'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 8'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -75/ 658V -38/ 100H 5.50" 1.05 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 250.0)+DL( 70.0)- 320.0 LBS @ 6'- 0.0" 8'- 0.0" -223/ 751V 0/ OH 5.50" 1.20 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spaciltg. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 0.0" VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" 0 -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL - -0.048" @ 3'- 1.0" Allowed - 0.339" MAX TC PANEL TL DEFL - 0.065" @ 3'- 5.8" Allowed - 0.508" 5-11-11 2-00-05 43208 MAX HORIZ. TL DEFL - 0.002" @ 7'- 10.3" 12 6.00 M-4x6 Design conforms to main windforce-resisting system and components and cladding criteria. 3 M-3x4 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 11,1111111111111 4 -/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, e•01 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only, 0 0 0 I r1 o /- jordlil Arl o I 1 2► � O 5 6 M-3x4 M-3x4 M-1.5x3 i' b 1 5-08-08 2-03-08 y b y 1-00 8-00 eco- .AGP EFR`/ 89200PE r JOB NAME : 17461 WESTWOD PL-2747L - LH1 Scale: 0.5625 - / WARNINGS: GENERAL NOTES, unless otherwise noted co4 to Truss: LH 1 1,Builder end erection contractor should bM7e advised of all General Notes 1.This design is based only upon e parameters shown and is for an individual o and Warnings before construction commence.. building component.Applicability of design parameters and proper L ©R N*' 2.Sn4 compression web bracing mus[be installed where shorn+. incorporation of component is Me responsibility of Me building designer. /Q Al y f 4 2 �*- 3.Additional temporary bracing to insure stability during construction 2.Design assumes Me top end bottom chords to be laterally bated at s L is Me responsibility of the erector.Additional permanent baring of 7 c.c.and at 1P u,c,respectively unless braced throughout Meir length by /A/A///��� DATE: 7/16/2015 Me overall structure is the responsibility of Me building designer. 2.Impact sheathing or latera l bs plywood requiredsheatwhere shown and/ar drywall(SC). "r'(/�[�I" �` 3.ar ImptM bridging or lateral bracing ++ `f�f-1 v SEQ. : Ki3 0 916 0 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 trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component, and are for'dry condion•of use. 5.CompuTrus hes no control over and assumes no responsibility for Me 6.Design assumes full bearing at all supports shown,Shim or wedge if ssary. EXPIRES: 12/31/2015 fabrication,handling.shipmentand installation of components. 7.Design assumes adequate drainage is provided, July 1 6,2015 to 6.This design is furnished subject to the limitations set font by 8.Plates shall be located on both faces of truss,and placed so Meir center TPIMTCA in SCSI.copies of which will be furnished upon request, lines coincide with joint Dente,lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(10-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M • LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-9=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-50) 15 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PIP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PIP 0'- 0.0" -78/ 301V -7/ 47H 5.50" 0.98 KDDF ( 625) 1'- 9.2" -29/ 26V 0/ OH 5.50" 0.09 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ OH 1.50" 0.07 KDDF ( 625)1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacir:g. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1 MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.067" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 6.00 I . MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 3 -/ ''011ivri O iL co 0 I MI O 2 9I M-3x4 y b l 1-00 2-00 (PROVIDE FULL BEARING;Jts:2,4,3 R Ope, .����NGP EF. w :9200P_ 04.r JOB NAME : 17461 WESTWOD PL-2747L - SJ1j Scale: 0.7454 �� WARN1. 1.Builder G. hill dLNOTEb, unless oRrei ise parameters ' % OREGON ��� 1.BWlder arM erection contractor should be advised of all General Nabs 1.This design is based only upon Me paremebre shown and is for an individual // Truss: S J 1 and warnings before ounsbuction commences. building component.Applicability of design parameters and proper 4 2.2z4 compression web bracing must be installed where shown+. inco,poretion of component is the responsibility of the(wilding designer. �O �'/ 14 A O � 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and cotton chords to he laterally braced at G is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o.e.respectively unbar braced throughout trek length by �R 0 i k_� sponei rty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). !`+• DATE: 7/16/2015 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or labral bracing required where shown++ SEQ. : K13 0 916 2 4.No load should be applied to any component until after all bracing and 4.Installation of cores is the responsibility of the respective contractor. fasteners are complete and at no time should any lads greater than 5.Design assumes busses are to be used in a noncorrosive environment, TRANS I D• LINK design loads be applied to any component. and are for'dry condition"of use. 5.CompuTrus hes no control over and assumes no responsibility forte 6.Design assumes toll heading at all supports shown.Siem or wedge if EXPIRES: 12/31/2015 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. July 16,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIMWTCA 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 7.6.7-SP2(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: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 3`- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-1 0) 50 2-4-(0) 0 - BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3-(-69) 30 TC LATERAL SUPPORT 0- 12"OC. UON. LOADING BC LATERAL SUPPORT 0-- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -73/ 322V -14/ 78H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -3/ 60V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -44/ 99V 0/ OH 1.50" 0.15 KDDF ( 625) 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacig. 6.00 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.002" @ l'- 0.1" Allowed = 0.067" MAX HORIZ. LL DEFL - -0.000" @ 3'- 10.9" 3 MAX HORIZ. TL DEFL - -0.000" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 11 Wind: 140 mph, h=21.5ft, 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. O N M /- 0 m El 0 2' 4 M-3x4 J‘ )' )' 1 1-00 2-00 1-11-11 (PROVIDE FULL BEARING;Jts:2,9,3 1 ED PROF c-;' -GINE" -;' -G{NEFR s/��ji tet 89200PE 7r- JOB NAME : 17461 WESTWOD PL-2747L - SJ2 Scale: 0.8963 A / WARNINGS: GENERAL NOTES, unless otherwise noted: - OREF�N ��� Truss: SJ2 1.Balder and erection contactor should be advised of an General Nobs 1.This design is based only upon the parameters shown and is for an individual /L t� • and Warnings before construction commences. budding component.Applicability of design parameters and proper \� 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. <O q y 14 (2-O4 2.Design assumes the top and bottom chords to be laterally brand at L � 3.Additional temporary bracing to insure stability during construction �Cy 7 o.e.and at 10'ac.respectively unless braced throughout their lenglength � by - 1 _ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(7C)and/or dryaall(BC). `R R.10- DATE: 7/16/2015 the overall sbuebre is the responsibility of the budding designer. 3.20 Impact bridging or lateral bating required where shown c c SEQ. : El3 0 916 3 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contactor. fasteners are complete and at m time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component, and are for'dry condition'of use. 5.Compslrue hes no control over and assumes no responsibility for the S.Design assumes full bearing at all supports shown.Shim or wedge if assary. EXP(RES: 12/3112015 fabrication,handling,ed shipmentubjand installation lineof components. 7.Design assumes adequate drainage is provided. July 1 6,2015 S.This design is furnished subject to the limitations set forth by S.Plates shall be located on both bas of truss,and placed so their anter TPINWTCA in BCSI,espies of which will be furnished upon request. lines coincide with joint anter lines. 9.Digits radiate size of plate in inches. MiTek USA,InciCompuTrus Software 7.6.7-SP2(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: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-64) 30 1-3=(0) 0 4 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT 0= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 12 DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -28/ 131V -13/ 54H 5.50" 0.21 KDDF ( 625) TOTAL LOAD - 42.0 PSF 1'- 9.2" -15/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 6.00 3'- 11.7" -46/ 96V 0/ OH 1.50" 0.15 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX BC PANEL LL DEFL - 0.002" @ 1'- 0.1" Allowed - 0.050" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX BC PANEL TL DEFL - -0.002" @ 1'- 0.1" Allowed - 0.067" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 2 -J Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ' oad duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 N •M 0 0 o 1' 3 M-3x4 ' I• \NEO PROFfS ), ), ), c.;\1'�cNGiNEiR 6)O 2-00 1-11-11 (PROVIDE FULL BEARING;Jts:1,3,2 �� 89200PE r • JOB NAME : 17461 WESTWOD PL-2747L - SJ2X .44,44,41,0 Scale: 0.9713 / Nwmmw WARNINGS: GENERAL NOTES, uMeupon etss mete �� OREGON ��1. � Truss: SJ2X1Balder ands action contractor should be advised of all General Notes 1.Thisdesignoabased only upon the pesignprm shown n,atws Bis for an iWiv dual y� and warnings before construction commences. building component.Applicability of design parameter:and proper A N 2.2x4 compression web bracing must be instated where shown+. incorporation of component is the responsibility of the budding designer. ' 'al' ' y `2•C ` �4 3.Additional temporarybracing to insure stability Burin 2.Design assumes the top and bottom chords to be laterally braced at !r rigg construction Y o.c.and at 70'o.c.respectively unless braced throughout their length by A� ) f is the responsibility of the erector.Additional a balding bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(SC). 414(I110- DATE: 7/16/2015 the overall structure is the responsibility of the designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : 1<1309164 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 compete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component and are for'dry condition'of use. S.ComWTrus has re control over end assumes no responsibility for the 6.Design assumes full bearing at all supports sewn.Shim or wedge it na mry. EXPIRES: 12/31/2015 fabrication,g harmine,shipment and eIrnaeenmceford,bhte. 7.Design assumesadequate drainage isprovided. July 16,2015 6.This design is fumisred subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their canter TPINSTCA 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 7.6.7-SP2(114-E 10.For basis connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg-1.00 TC: 2x4 RIDE #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 50 2-4=(0) 0 a BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3-(-102) 47 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -52/ 311V -22/ 110H 5.50" 0.50 KDDF ( 625) 1'- 9.2" -46/ 152V 0/ OH 5.50" 0.24 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 5'- 11.7" -69/ 144V 0/ OH 1.50" 0.23 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. GOND. 2: Design checked for net(-5 oaf) uplift at 24 "oc spacitig. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed = 0.100" 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" 6.00 MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.050" 3 MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.067" MAX HORIZ. LL DEFL - -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL - -0.001" @ 5'- 10.9" 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-22ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 • I o . gi III 0 o 1 2 4 111110=1111 M-3x4 J‘ )' l )' 1-00 2-00 3-11-11 • [PROVIDE FULL BEARING;Jts:2,4,3 ,s��Ep P R pFFss ��co, �NGINE9 /01- 89200PE JOB NAME : 17461 WESTWOD PL-2747L - SJ3 Scale: 0.6802 :r. _ //}. WARNINGS: GENERAL NOTES, unless othoiwise noted: OREGON 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 Truss: SJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper Zrn 2.204 compression web bracing must be installed vinare shown+. irroarporetion of component is the responsibility of the building designer. / '9 y 20 A_.�. 3.Additional temporary bracing to in stability during construction 2 Design assumes the top end bottom chords b be laterally braced at O 14 1 `- is the responsibility of the erector.Additional permanent bracing of 7 oc.and at 10'0.0.respectively unless braced throughout their length by 10- DATE: 7/16/2 015 the overall structure is the responsibtiity of the building designer. continuous sheathing such l bs acwooe aired Frere shown bridging lateral bracing required ++ SEQ.: K 13 0 916 5 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. faetenere are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D• LINK design loads be applied to any component. and are for'dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge d EXPIRES: 12/31/2015 neoessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. July r 16,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANTCA in SCSI,copies of which will be famished upon request. lines coincide who joint center lines. 9.Digits indicate We of plate in inches. MiTek USA,Inc./CompuTrus Software 7.B.7SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y offsets are indicated. I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 /4 I (Drawings not to scale) Damage or Personal Injury rail', Dimensions are in ft-in-sixteenths. I44 Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. diagonal or X-bracing,is always required. See SCSI. TOP CHORDS 2. Truss bracing must be designed by an engineer.For Q-1/16" wide truss spacing,individual lateral braces themselves 11;I may require bracing,or alternative Tor I _ p bracing should be considered. r 2 Ilm.1 I 3'5:L\41 1 I ji;a 1 rY O U 3. Never stack materialscexeed tonhe designinadequately loadingbraced shown and neer �� � trusses. v rL O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-8 6-7 c5-6 designer,erection supervisor,property owner and plates 0 'h d' 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 ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR 1988 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 /� Indicated bysymbol shown and/or SYP represents values as published specified. �/ y 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, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. 1 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. 41=0 reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. _.4 Min size shown is for crushing only. ili. 18.Use of green or treated lumber may pose unacceptable 1.--_:=-.1 environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPII: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. ® is not sufficient. • BCSI: BuildingComponent SafetyInformation, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, h/liTek ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013