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A : , , . . . . : : b :12Hl1Sa6 l c.a. 8:12 SIM LV N Ji q ��/; _LAO 8:12 ■ _ •:6., PORCH ROOF ►� BY OTHERS T N w W ��� 04 'S 15'-01/2" r 7 10'-0" 4'-11 1/2" 10'-61/2" MI truss to building connections are the responsibility of hre building designer or EOR. ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS WESTWOOD 11/24/1 5 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND ENGINEERED STUCTUL MI PROJECT TITLE: REVISION-1: DRAWINGS FOR ARL FURTHER 17925 WESTWOOD PL2884-A HOGGANS PARKatch Struct, DESIONERIENG NEEROF RECORD PLAN: DRAWN BY: LARRY M REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING 2884 / A CHECKED BY: DESIGNER/ENGINEER OF RECORD TO REVIEW ANDREVIEW AND APPROVE OF ALLCOMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. 16.1 MiTek® MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 17925 WESTWOOD PL2884-A HOGGANS PARK ROOF DESIGN INFO RE jc :iv ..:3 DR 20 CITY OF TIGARD The truss drawing(s)referenced below have been prepared by MiTek USA,Inc: eki t i' bn based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1556117 thru K1556144 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ��?ED PROFFss ��„5 i�GlNE-9 <22 89782PE -9f QREG9PAUL — .E4 2/31/_20 , November 25,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 15'- 0.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF STAND LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF STAND SPACED 29.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=21.7ft, 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. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 7-06-09 7-06-09 T T T 12 12 TIM-4x4 8.00 V Q 8.00 3 1-� r ,4llIh 0 I 1 , I 0 0 M-3x4 M-3x4 y 1-00 y 15-00-08 y 1-00 k ,`ARE) PROF�.ss ��c� �NGINFF9 /�� /x.89782 P E • JOB NAME : WESTWOOD PL2884—A HOGGANS PARK — Al Scale: 0.43137. 1�r�G _ WARNINGS: GENERAL NOTES, unless otherwise noted: V 1j 4() A l 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 y OREGON h" Truss: and Warnings before construction commences. building component Applicability of design parameters and proper lot/. �v 2.244 compression web bracing must be installed sawn,Moven+•. incorporation of component is the responsibility of the building designer. (. 3.Additional temporary bracing to insure slabilty during construction 2.Design assumes the top and bottom chortle laterallybraced at 1:9 /tiny 1`� N ., is the responsibility of the erector.Additional permanent bracing of dir- 2'o.c.and at ea10'o.e.respectively lest braced throughout drr sf)B by continuous sheathing such as plywood sheathing(TC)and/or drywan(BC). PA UL C;\ DATE: 11/24/2015 the overall structure is the responsibility of the Wilding designer. a 2s Impact bridging or lateral bracing required where shown 0 SEQ. : El5 5 6117 4.No load should be applied to any component until after all bracing and 4.Installation of bun 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, dear bads be applied m an and are for'dry condition'of use. TRANS I D: LINK gra psis y component 8.Design assumes tug bearing at all supports shown.Shim or wedge it 5.ComWTrushas nocontrolover and assumes noresponsibiliyfor the n.assary. EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 25,201 5 6.This design is furnished subject to the imitations 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 v411 be furnished upon request Tines coincide with joint center Tines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTws 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 TRUSS SPAN 15'- 0.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 63 2-6=1-23) 434 6-3=(0) 351 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=1-667) 130 6-9=(-23) 439 WEBS: 2x9 KDDF STAND 3-9=1-667) 130 LOADING 9-5=1 0) 63 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 HORZ BRG REQUIRED BRG AREA - OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -121/ 746V -122/ 122H 5.50" 1.19 KDDF ( 625) 15'- 0.5" -121/ 796V 0/ OH 5.50" 1.19 KDDF 1 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1DPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL - -0.003" @ 16'- 0.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 16'- 0.5" Allowed - 0.133" MAX TC PANEL LL DEFL = -0.116" @ 3'- 11.9" Allowed = 0.558" MAX TC PANEL TL DEFL = 0.299" @ 3'- 11.8" Allowed = 0.837" MAX HORIZ. LL DEFL = 0.009" @ 14'- 7.0" 7-06-04 7-06-04 MAX HORIZ. TL DEFL = 0.008" @ 19'- 7.0" f T T 12 12 IIM-4x48.00 F7 Q 8.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 3 Wind: 140 mph, h=21.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, HI (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. r To = r 1 6 ='4 o M-3x4 M-1.5x3 M-3x4 0l ). y l 7-06-04 7-06-04 y y ), y 'c :5; P R pFFOn 1-00 15-00-08 1-00 � �NGINS'r, /0 2 Q� :9782PE 9<' JOB NAME : WESTWOOD PL2884-A HOGGANS PARK - A2 . i Scale: 0.3938 'IP WARNINGS: GENERAL NOTES, unless otherwise rametnoted: '9 OREGON Truss: A2 1.and W rNnand erection contactor should be advised of a8 General Notes 1.Thisldesign is based only cabin the parameters design p m shownmeter and is for an individual ` -' • and Warnings before construction commences. building component Applicability of design vemmetem and proper %7 2.2z4 compression web braes g must be installed where shown+, incorporation of component is the reapomib8ity of Bre building designer. 3.Additional temporary bracing to insure stabity during construction 2.Design assumes the top and bottom chordate be laterally braced at 1:9, �q/�y 5 J� ie the roaponabitdy of the erector.Additional permanent bracing of 2'o.c.and at ee10'o.c.respectively unless braced through) d/or drir length by A DATE: 11/24/2015 the overall structure is em continuousIpactridgingi org atrl bracing re aired iteere sown5dyrsg(BC,. AUL �� responsibility of the building designer. 3.2z Impact bridging or lateral brodrg requirod where shown++ SEQ. : El5 5 61 18 4.No lead should be applied to any component until after all bracing and 4.Inetrmation of truss is the responsibility of the respective contactor. fasteners are complete and at no time should any bads greater than 5.Design assumes bueees are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component and are for^dryoondition•ofuse. 5.Compurnre has no control over and assumes no responaibitdy for the 8.Design assumes tot beefing et all supports shown.Shim or wedge d EXPIRES: 12/31/2016 ecesury. fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. N ovem leer 25,201 5 6.This design is famished subject to the[imitation set forth by 8.Elates shat be located on both faces(Minns,and planed so their center TPIM/fCA in SCSI,copes of which will be furnished upon request lines coincide with joint tante linea. 9.Digits indicate size of plate in inches. MITek USA,Inc./ConspuTrus Software 7.6.7SP2(1LIE 10.For barn 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 15'- 0.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=1-667) 135 1-5=(-24) 435 5-2=(0) 351 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2-3=1-668) 130 5-3=(-24) 935 WEBS: 2x4 KDDF STAND 3-9=1 0) 63 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 0.0" 12.0" 0'- 0.0" -79/ 631V -118/ 111H 5.50" 1.01 KDDF 1 625) LL = 25 PSF Ground Snow (Pg) 15'- 0.5" -125/ 754V 0/ OH 5.50" 1.21 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. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.003" @ 16'- 0.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 16'- 0.5" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.122" @ 3'- 11.9" Allowed = 0.558" MAX TC PANEL TL DEFL = 0.255" @ 3'- 11.8" Allowed - 0.837" MAX HORIZ. LL DEFL = 0.004" @ 14'- 7.0" MAX HORIZ. TL DEFL = 0.008" @ 14'- 7.0" 7-06-04 7-06-04 T ' T Design conforms to main wind£orce-resisting 12 12 system and components and cladding criteria. ((M-9x9 8.00 Q 8.00 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 2 load duration factor=l.6, 141111111111111111111611 '111111N � Truss designed for wind loads in the plane of the truss only. 17,r I 1** 5 ►3 4 o M-3x4 M-1.5x3 M-3x4 o b b y .1' 7-06-04 7-06-04 y ), RED PR OFF 15-00-08 1-00 ��`.:." NGIN ? �i% Q 89782PE -9r .. JOB NAME : WESTWOOD PL2884-A HOGGANS PARK - A2X Scale: 0.3603 WARNINGS: GENERAL NOTES, unless other/rise noted: :;?. 1.Builder end erection contractus should be advised of all General Notes 1.Thla design is based only upon the parameters shown and is for an individual .6:.$74'4/OREGON Truss: A2 X and Warnings before construction commences. building component.Applicability of design parameters and proper n0 2.2o4 compression web bracing moat be installed where shown+. incorporation of component is the responsibility of the bolding designer. e7 /T G V 3.Additional temporary bracing to insure stability during construction2.Design assumes the tep end bolbm dhords to be lateretiy breoetl at7 �l :7 � is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by V DATE: 11/24/2015 me overall stricture is the responsibility f the bulking designer. continuous sheathingdginor uch as plywood aired here s ownand/+drywan(6c). PA L 9`N NI aY o 9 �9 3.Di Impact bridging or lateral bracing required where shown++ SEQ. : K 15 5 6119 4.No load should be applied to any component until after all bracing end 4.Instatiaton 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 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 8.Design assumes full bearing at all supports shorn.Shim or wedge it y. EXPIRES: 12/31/2016 fabrication,hendtiny,shipment and,0limitations of components. 7.Design assumes adequate drainage is provided. November 25,201 5 8.This design M furnished subject m the limitations set font by 8.Plates shall be located on both faces of truce,and placed so their center TPIIWTCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits Isnof plate in inches. MiTek USA,Inc./Com uTrus Software 7.6.7SP2 1L-E 10.For basic onnontor plate design values tae ESR-1311,ESR-1933(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 30-00-00 GIRDER SUPPORTING 42-06-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; 30-00-00 DUTCH SETBACK 2-06-00 FROM END WALL 1- 2=(-21573) 5049 1-10=(-4098) 17643 10- 2=( -600) 2856 14- 7=(-4182) 1047 2x6 KDDF #1&BTR Ti, T2 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-19026) 4506 10-11=(-4095) 17622 2-11=(-2265) 582 7-15=(-1053) 4635 BC: 2x8 KDDF SS 3- 4=(-16080) 3858 11-12=(-3597) 15672 11- 3=(-1053) 4635 15- 8-(-2265) 582 WEBS: 2x4 KDDF #1&BTR; LOADING 4- 5=(-12954) 3174 12-13=(-2973) 13176 3-12=(-4182) 1047 8-16=( -600) 2856 2x6 KDDF #1&BTR A LL = 25 PSF Ground Snow (Pg) 5- 6=(-12957) 3174 13-14=(-2973) 13176 12- 4=(-1446) 6255 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 30'- 0.0" N- 7=(-16080) 3858 14-15=(-3597) 15672 4-13=(-5421) 1365 TC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 506.2)+DL( 364.2)= 870.5 PLF 0'- 0.0" TO 30'- 0.0" Tr- 8-(-19029) 4506 15-16=(-4095) 17622 5-13=(-3348) 13857 - BC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 31.2)+DL( 8.8)= 40.0 PLF 2'- 6.0" TO 27'- 6.0" 1- 9=(-21573) 5049 16- 9=(-4098) 17643 13- 6=(-5418) 1365 BC UNIF LL( 0.0)+DL( 2.5)= 2.5 PLF 0'- 0.0" TO 30'- 0.0" V 6-14=(-1446) 6252 M-1.5x4 or equal at non-structural TC CONC LL( 31.2)+DL( 8.8)- 40.0 LBS @ 2'- 6.0" L BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). TC CONC LL( 31.2)+DL( 8.8)= 40.0 LBS @ 27'- 6.0" L LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -3408/ 14595V -231/ 2310 5.50" 23.35 KDDF ( 625) -.1'--- ( 3 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 30'- 0.0" -3408/ 14595V 0/ OH 5.50" 23.35 KDDF ( 625) Attach 3 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. nails staggered: BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP \/�/�/ 9" oc in 2 row(s) throughout 2x6 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. /\A/\ 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. 9" oc in 2 row(s) throughout 2x6 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.159" @ 11'- 1.9" Allowed = 1.454" MAX TL CREEP DEFL = -0.317" @ 11'- 1.9" Allowed = 1.939" MAX HORIZ. LL DEFL = 0.054" @ 29'- 6.5" MAX HORIZ. TL DEFL = 0.090" @ 29'- 6.5" M 4X6 TYP AT HORIZONTAL INLETS. Design conforms to main windforce-resisting 2x6 KDDF#2 system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 15-00 15-00 load duration factor=1.6, '' 4' 4' End vertical(s) are exposed to wind, 4-04-03 3-06-10 3-06-10 3-06-10 3-06-10 3-06-10 3-06-10 4-04-03 Truss designed for wind loads +406 f fT i90# T in the plane of the truss only. 12 12 M-4x10 8.00 Q 6.00 M-1.5x4 4 0„ M-1.5x4 M-2.5x4 or equal at non-structural diagonal inlets. M-3x5 M-35 j� M-1.5x4 M-3x5 Truss designed for 4x2 outlookers. 2x let-ins M-1.5x4 l M-3x5 of equal or greater grade as structural top M-3x6 M-3x6 chord. Insure tight fit at each end of let-in. permissiblOutlookerse must be cut with care and are M-3x5 M3x5 4 M3x5 permissible at inlet board areas only. M-1.5x9 A M-3x5M-3x6 M-3x6 M-3x5M-3x5 i `.M-3x5 / I M-3x5 z � /.:.�illl► 1,o M18HS-5x16. 1 r���_ " 1`�M18HS 5x16 0 I ,_BI__Y�Y eeBI�YBI'YBI'Y-' I p 1 10 11 12 13 19 15 16 I M-3x8 M-4x8 M-4x8 0.25" M-4x8 M-4x8 M-3x8 D o =M-10x10(5) o .K$.' PROF�O5 y 4-02-07 3-04-14 3-06-09 3-10-02 3-10-02 3-06-09 3-04-14 4-02-07 y ' 30-00 Q 89782PE �9r • JOB NAME : WESTWOOD PL2884-A HOGGANS PARK - BH1 , _,4c<<, • Scale: 0.1382 MIR WARNINGS: GENERAL NOTES, unless otherwise noted: v �y Nr- Truss: BH 1 1.Bottler and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual y OREGON and Warnings before construction commences. building component Applicability of design parameters end proper �i C', 2.2x1 compression web bredng moat be installed where shown s. incorporation of component is the responsibility of the budding designer. l/ V 3.Additional temporary bradng to insure stability dump construction 2.Design and at l O the top and bottom donde to he laterallythroughout braced at �� q R y 5 J� W the responsibility of the erector.Additional permanent bracing of 2'o.c, at 19'o.c.respectively unless braced througheut their length by continuous sheathing such as plywoodug(TC)andkr drywall(BC). AA U I+ " DATE: 11/24/2015 the overall structure is the respondbidfly of the!Minting designer. 3.2z Impact bridging or lateral bracing requiredaned where shown• SEQ. : El 5 5 612 0 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 ere complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment and are for"dry condition"of use. TRANS I D: LINK design bads be applied to any component 6.Design assumes full bearing at all supports shown.Shirn or wedge if EXPIRES: 12/31/2016 5.CompuTmm s hes no control over and assumes no responsibility ler the nesae, fabrication,handling,shipment and insbfation of components. 7.Design assumes adequate drainage is provided. November 25,2015 8.This design is furnished subject to the limitations set forth by N.Mates shall be bested on both faces of tures,and placed so their carter TPIM/rCA in BCSI,copies of which will be furnished upon request lines coindde with joint center lines. Tek USA,Inc./Com uTrus Software 7.6.71L 9.Digits indicateeizer plamese iinches.M P ( )£ 1 For basic connector plate design vetoes see EBR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 2'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-( 0) 63 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3-(-59) 27 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 HORS 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/ 298V -16/ 63H 5.50" 0.48 KDDF ( 625) - 1'- 10.7" -24/ 25V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -19/ 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. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 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" 1-11-11 MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.7" Allowed - 0.060" f T MAX BC PANEL TL DEFL = 0.001" @ 1'- 0.7" Allowed = 0.081" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 8.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (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 m 0 OI-- I o 0 211111111 9 1 M-3x4 b b b 1-00 2-01-08 (PROVIDE FULL BEARING;Jts:2,4,3 •*C eN' ° PROFFs �� SNC'I N EF'9 s/(9�9 Q 8.782PE �' • JOB NAME : WESTWOOD PL2884-A HOGGANS PARK - BJ1 • Scale: 0.6860 , ' J. n WARNINGS: GENERAL NOTES, unless otherwise noted: Cee' ^C/) Truss: BJ1 1.Budder and erection contractor ehould be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual -y,`OREGON E Q end VWmirgs before construction commences. building component Applicability of design parameters and proper Z, 2.2x4 compression web bracing must be installed where shown•. incorporation of component is the responsibility of the budding designer. l',92... /T y 2 (, 3.Additional temporary bracing to insure stability during construction 2.Design ad tin the top and bottom chords to be laterally braced at �l AIRY 1:7 is the reaponsibilhy of the erector.Additional permanent bracing of n 0.0.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)andkr drywall(BC). Aq U L DATE: 11/24/2015 the overall structure is the responsibility of the building designer. 3.2s Impact bridging or labral bracing required where shown+t S E Q. : K15 5 6121 4.No load should be applied to any component until after all bracing and 4.Installation dinars is the responsibility of the respective contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment TRANS ID: LINK design beds be applied to any component and are for y condition'of use. 5.ComW Tma has no control over and sesames no responsibility for the 6.Design assumes tug bearing et ell wpports shown.Shim or wedge d ew 'y. EXPIRES: 12/31/2016 fabrication,handling,ehipmerd and installation of components. 7.Design assumes adequate drainage is provided. November 25,2015 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of trues,and placed so their center TPIAWTCA in SCSI,copies of which will be furnished upon request tines confide vAh joint renter lines. 9. es. MiTek USA,Inc./Co uTrus Software 7.6.7-SP211-E 10.Digitsindicateconsizeopdatain gra vel mP ( ) For beak 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'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-4=(0) 0 _ BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-59) 27 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" -70/ 299V -17/ 660 5.50" 0.48 KDDF ( 625) • 1'- 10.7" -24/ 25V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 1.5" -20/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8.00 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL - 0.001" @ 1'- 0.7" Allowed - 0.060" MAX TC PANEL TL DEFL = -0.002" @ 1'- 3.9" Allowed = 0.190" MAX HORIZ. LL DEFL = -0.000" @ 2'- 0.8" 8 MAX HORIZ. TL DEFL - -0.000" @ 2'- 0.8" Design conforms to main windforce-resisting '' system and components and cladding criteria. Wind: 190 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, r (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), p load duration factor=1.6, ITruss designed for wind loads o in the plane of the truss only. 41 r- o , 111111111111111111 _„ o ► 4 Milloall I M-3x4 b b b 1-00 2-01-08 {] j- 'PROVIDE FULL BEARING;Jts:2,4,3I `` C. EO R OF ���NGINE��9 s/0 �� :9782PE -vI- JOB NAME : WESTWOOD PL2884-A HOGGANS PARK - BJ2 Scale: 0.9566 WARNINGS: GENERAL NOTES, unless otherwise noted: Cow OREGON �<0 Truss: B J 2 1.Builder and erection contractor should be advised of all General Notes 1.This design is booed only upon the parameters shown end is for an individual Q • and Warnings before construction commence,. building component ApplicaMlity of design parameters and proper incorporation of component is the responsibility of the buddin designer. (� 2.204 compression web bracing must be installed where shove)+. �n« ty g goer. (/ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 9 -Al R y 16 J ro the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'o.e.nod,a plywoodely .braced throughout their length by /� DATE: 11/24/2015 the overel sBs wre in the re continuous sheathing aueh as sheathing(TC)andror drywag(BC). �j^ L a� responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ i'7 SEQ. : Ki5 5 612 2 4.No load should be applied to any component until after all bracing and 4.Instalation of toes is the responsibility of the respective contractor. fasteners are complete end at no time should any loads greater then 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component and aro for"dry condition"of use. 5.COmpuTme has no control over and assumes no raaponsbilily for the 6.Design assumes fug bearing at at supports shown.Shim or wedge d «�ry. EXPIRES: 12/31/2016 fabrication,be"a"ns,shipment and installation limitations of components. 7.Design assumes adequate drainage is prodded November 25,2015 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truce,and placed so their center TPIIWICA in SCSI,copies of which 11 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 bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF STAND LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=( 0) 63 2-4=10) 0 - BC: 2x6 KDDF #2 SPACED 29.0" O.C. 2-3=(-53) 31 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" -213/ 931V -19/ 73H 5.50" 1.49 KDDF ( 625) - 2'- 3.2" -21/ 29V 0/ OH 5.50" 0.05 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 6.0" -29/ 54V 0/ OH 1.50" 0.09 KDDF ( 625) ** For hanger specs. - See approved plans 12 ADDL: BC CONC LL+DL= 631.0 LBS @ 0'- 6.8" 8.00 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 = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.009" @ 1'- 9.4" Allowed - 0.137" MAX TC PANEL TL DEFL = -0.003" @ 1'- 6.4" Allowed = 0.206" 3 - MAX HORIZ. LL DEFL = -0.000" @ 2'- 5.2" MAX HORIZ. TL DEFL = -0.000" @ 2'- 5.2" '' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, r (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, I O Truss designed for wind loads ca I in the plane of the truss only. ca r O I 11111111111111111/111O I 2► 4** M-3x4 y y +631# y 2-06 1-00 (PROVIDE FULL BEARINGOJ s:2,9,3 \C`- to N r` SY/i i.0 V :9782PE r JOB NAME : WESTWOOD PL2884-A HOGGANS PARK - BJ2G i Scale: 0.9447 / WARNINGS: GENERAL NOTES, unless oMerv4ss noted: • Co, 40 1.Bulkier end erection contractor should be advised of as General Notes 1.This design is based only upon the parameters shown and is for an individual ��yy -94,OREGON Truss: BJ2G and Warnings before oansin,ction commenws. baiting component.Applicability of design parametere and proper lJ► / aSQ' 2.2z4 compression verb bracing must be installed where ahovm+, incorporation,e component is the nr chords of the allybuilbeg designer. C./ Cl.. `U 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at q RY A 6 _`N, is the responsibility of the erector.Additional permanent bracing of 7�n.e.and e[10'o.e.reapeetivaty unless braced throughout their length by v DATE: 11/24/2015 the overall structure is the responsibility of me budding de: continuous sheathing such as plywood aired hers and/or erywa1l(Bc>. �7 A 1 1 L �� ty 9 liner. 3.ZrDid Impact bridging or lateral bracing required where shown++ �'1 V SEQ. : Ki5 5 612 3 4.No tad shout be applied to any component until after all bracing and 4.Installation of truss is the responibilfty of the respective contracto, fasteners are complete end at no time should any loads greeter than 5.Design assumes busses are to be used in a non-corrosive environment, deal loads be applied to an and are for'dry condition•of use. TRANS ID: LINK lin taco Brenda sur 6.De: full bearingat all supports shown.Shim or we d 5.ComWTrushas nocontroloverandassumesnoresponsibility for Me necessary.°°Bra"` °PO '�` EXPIRES: 12/31/2016 fabrication,handling,shipment end insolation of components. 7.Design assumes adequate drainage is provided. November 25,2015 6.This design is furnished subject to the limitations set forth by 8.Mates shall be located on both faces of truss,and placed so their center TPIM/1'CA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.MiTek USA,IncfCom uTrus Software 7.6.7SP2 1L E B Fights indicate connector Mate a inches. P ( �- 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: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-9=10) 0 - BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-56) 27 TC LATERAL SUPPORT <= 12"01. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. 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/ 301V -16/ 63H 5.50" 0.48 KDDF ( 625) - 1'- 9.2" -30/ 27V 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) :IMITEDSTORAGE DOES NOT APPLY DUE TO THE SPATIAL ENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. HORD CHECKED FOR 10PSF LIVE LOAD. TOP OM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL-L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" ' MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.072" 1MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 8.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), -, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. o co 0 o I 0 I 2► 4 M-3x9 k l 1 1-00 2-00 (PROVIDE FULL BEARING;Jts:2,4,3 I ����p P R Opt �� �NG�NEF9 s/O29 Q 9782PE V JOB NAME : WESTWOOD PL2884-A HOGGANS PARK - BS J1 Scale: 0.6860 WARNINGS: GENERAL NOTES, unless otherwise noted: P✓ �4, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual "'q�OREGON 0 Truss: BS J 1 and Warnings before construction commences. building component Applicability of design parameters and proper A 2.2x4 compression web bracing must be installed where shown•. incorporation of componem is the responsibility of the bolding designer. 9///��� ryes V �Q 3.Additonal temporary bracing to insure stately during construction 2.Design eseumes the top and bottom chorda to be lebro8y braced at •RY _t is the responsibility of the erector.Additional permanent bracing of 2'o.c.end et 10'o.e.respectively unless braced throughout their length by \N continuous sheathing such as plywood shoe ing(TC)and/or drywall(BC). A 1 DATE: 11/24/2015 the overall structure is the responsibility of the buikfing designer. 3.20 Impact bridging or lateral bracing required Where shown e• �'1 1 SEQ. : El5 5 612 5 4.No bad Should be applied to any component until after all bracing end 4.Instelafion of truss is the responsibility of the respective contractor. fasteners are complete and et no time should any loads greater than 5.Demgn assumes trusses are to be used in a noncorrosive environment, esd to e component and are ler"dry esndition"of use. TRANS I D: LINK design bads be applied m tampon. 8.Design assumes fug bearing at all supporta shown.Shim or wedge if 5.ComWTrus has no control over and assumes no responsibility for the n.� EXPIRES: 12/31/2016 fabncotion,handling,chi scary lig, pment and etallabon of components. 7.Design assumes adequate drainage is pmeded. November 25,2015 8.This design is furnished subject to the limitations set forth by 8.Plates aha/be located on both faces of truss,and placed so their center TPIIWICA in SCSI,copies of'each wtS be tumiahed upon request lines coincide with joint center lines. 9.Digits inches. MiTek USA,IncJCompuTrus Software 7.6.7SP2(1L)E 10. orbanecctorplpto design values see ESR-1311,ESR-1988(Mink) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 92'— 6.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting 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=23.lft, 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 = 92.0 PSF load duration factor=1.6, - NOTE: 2x9 BRACING AT 24"OC UON. FOR Truss designed for wind loads ALL FLAT TOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall DON. M-1x2 or equal typical at stud verticals. Unbalanced live loads have been BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for considered for this design. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 15-10-11 10-08-10 15-10-11 co co T T T T 12 M-4x6 M-4x6 12 6.00 4 5 Q 6.00 3 6 0 o 1 1 o M-3x5(S) M-3x5(S) M-3x4 M-3x4 k� 15-05-03 y 11-07-11 y 15-05-03 \�'C�,�`�N ..ss/O 1-03-08 42-06 �.' `` 9782PE r' JOB NAME : WESTWOOD PL2884—A HOGGANS PARK — Cl `_�� • Scale: 0.2009 • WARNINGS: GENERAL NOTES, unless otheraiee noted: (/ (�� � 40 1.Builder and erection contractor shouts be advised of all General Notes 1.Thu design is based only upon the parameters shovm and is bran individual ��OREGON pC EGOI�/ O Truss: C land Warnings before construction commences. buildrg component Applicability of design parameters and proper Z/ d' 2.2x4 compression web bracing must be installed where shown+, incorporation of component is Me responsibility of Me building designer. �n Al R Y 16 , 3.Additional onal temporary bracing to insure stability during construction 2.Design assumes the top and boffin chords to be laterally braced at I'' is the reapomibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood shsaMing(TC)eMbr drywall(BC). p/�n' +L ' DATE: 11/24/2015 tthe overall structure is Me responsibility of the bribing designer. 3.2x Impact bridging or lateral bracing required where shown++ 11 SEQ. : El 5 5 612 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 time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment design bads ba applied to an and are for"dry condition of use. TRANS I D: LINK g^ pplle any 5.CompuTrus hes no control over and assumes no reaponsibiXty for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: (� l�C c )/ /{ fabrication,handling,shipment and installation of components. scary. EXP RES: 1`U s�1�2 V 1 6 7.Design assumes adequate drainage is provided. November 25,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be busted on both faces of truss,and placed so their tender TPIANfCA in SCSI,copies of wash will be furnished upon request lines coincide with joint center fines. 9.MiTek USA,Inc./Com uTms Software 7.6.7-5P21L-E 10.FDor basists isisicotaeiner pplebin genal P ( ) For connector plate design values sae ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 65 2-12=(-1040) 2853 3-12=(-256) 273 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-32240) 1261 12-13=) -831) 2486 12- 4=( -81) 480 WEBS: 204 KDDF STAND 3- 4=1-2991) 1214 13-14=) -532) 1983 4-13=(-648) 409 LOADING 4- 5=1-2303) 1064 14-15-) -816) 2423 13- 5=1-226) 648 . TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 15-11=1-1056) 2782 13- 8=(-129) 134 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 8=1-1984) 1038 8-14=(-217) 729 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 14- 9=(-644) 408 8- 9=1-2311) 1065 9-15=(-133) 485 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=1-2993) 1247 15-10=(-261) 336 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=1-3243) 1313 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 15.5" 0.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -303/ 1936V -203/ 210H 5.50" 3.10 KDDF ( 625) ** For hanger specs. - See approved plans 42'- 6.0" -247/ 1785v 0/ OH 5.50" 2.86 KDDF ( 625) !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.008" @ -1'- 3.5" Allowed = 0.129" MAX TL CREEP DEFL = -0.008" @ -1'- 3.5" Allowed = 0.172" MAX LL DEFL = 0.209" @ 23'- 11.6" Allowed = 2.079" MAX TL CREEP DEFL = -0.382" @ 23'- 11.6" Allowed = 2.772" MAX HORIZ. LL DEFL = 0.080" @ 42'- 0.5" MAX HORIZ. TL DEFL = 0.132" @ 42'- 0.5" 0-05-08 0-05-08 Design conforms to main windforce-resisting ,f,' ,r'r system and components and cladding criteria. 18-06-11 5-09-10 18-06-11 .r__ - .r ,r ,r Wind: 140 mph, h=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6-05-05 5-10-13 5-09-01 5-09-10 5-09-01 5-10-13 6-05-05 (All Heights), Enclosed, Cat.2, Exp.B, MWFRs(Dir), ,r ,r ,r ,r,r f ,r ,r ,r load duration factor=1.6, End vertical(s) are exposed to wind, 12 12 Truss designed for wind loads 6.00 p M-9x656 -.M-6x6 Q 6.00 in the plane of the truss only. M-5x6(5) r. r.4- M-5x6(5) 0.254 0.25" 03 o + o M-1.5x3 I •+ /11\1 ,,,M-1•5x3 1 \ / 0-, ,1 o O O k v 1 i f 1 re. i + i O 12 13 19 15 .41 O I M-3x8 M-3x9 M-3x8 M-3x4 M-3x4 M-3x8 o o � PR M18HS-3x18(5) M18HS-3x18(S) �t�FO O,cC. * * b * * 1 r_- _`SIN S, y 9-09-11 y8-08-07 6-03-11 8-08-07 y 9-09-11 y ,� �`_ �iq 0�9 �k 12-00 18-06 12-00 ,i' „,...._.',4 8•782PE T 1-03-08 92-06 / JOB NAME : WESTWOOD PL2884-A HOGGANS PARK - C2 r././ 7e. • Scale: 0.1449 Co, (, WARNINGS: GENERAL NOTES, unless otherwise noted: �)7A_OREGON C) 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 15P 17+4, I, l q y i 5 ;_{G,,� Truss: C2 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 budding designer. v 3.Additional temporary bracing to insure stability during construction 2.Design scones the top and bottom dohs to be laterally braced at PAUL f� N the responsibility of the erecter.Additional permanent bracing of 2'on lin end at 70'o.c.respectively less braced throughout their length by I" `` continuous sheathing such as plywood sheathing(TC)ander drywal(BC). DATE: 11/24/2015 the overall structure is the responsibility of the bonding designer. 3.201mpact bridging or lateral bracing required where shown++ SEQ. : El5 5 612 7 4.No load should be applied to any component until after all bracing and 4.Insalation of truss is the responsibility of the respective contractor. fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive envronmeM, EXPIRES: 12/31/2016 TRANS I D: LINK design loads be applied to any oomponent and are for"dry condition.of use. 5.CompuTrus has no control over and assumes no responsibility for Me Q egn�w assumes full bearing at all supports shown.Shim or wedge l abrication,handling,shipment and installation of components. ry. November 25,2015 7.Detassumescaadequate oth face is Hoes,provided. S.This design is famished subject to the limiationa set arm by 8.Plates shall be located on both aces of truss,and paced so their caner TPI/W1CA 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.InciComouTrus Software+7.6.6-SP2(fLl-E This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 92'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 65 2- 9=)-1017) 2949 3- 9=(-330) 327 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3238) 1260 9-10=( -771) 2448 9- 4=(-237) 642 WEBS: 2x4 KDDF STAND 3- 4=(-3101) 1322 10-11=( -425) 1803 4-10=(-714) 525 LOADING 4- 5=(-242_9) 1176 11-122=( -751) 2299 10- 5=(-922) 1056 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2431) 1196 12- 8=(-1055) 2786 5-11=(-422) 1059 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3115) 1396 11- 6=(-715) 526 TOTAL LOAD = 42.0 PSF 7- 8=(-3248) 1325 6-12=(-299) 655 OVERHANGS: 15.5" 0.0" 12- 7=)-334) 378 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -318/ 1936V -237/ 295H 5.50" 3.10 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 42'- 6.0" -261/ 1785V 0/ OH 5.50" 2.86 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.008" @ -1'- 3.5" Allowed - 0.129" MAX TL CREEP DEFL = -0.008" @ -1'- 3.5" Allowed = 0.172" MAX LL DEFL - 0.201" @ 25'- 4.7" Allowed = 2.079" MAX TL CREEP DEFL = -0.376" @ 17'- 1.2" Allowed - 2.772" MAX HORIZ. LL DEFL = 0.078" @ 42'- 0.5" MAX HORIZ. TL DEFL - 0.128" @ 42'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. 21-03 21-03 Wind: 140 mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f T '1 load duration factor=1.6, 7-05-05 6-10-13 6-10-13 6-10-13 6-10-13 7-05-05 End vertical(s) are exposed to wind, f T T T '' f f Truss designed for wind loads 12 12 in the plane of the truss only. 6.00 M-4x6 Q 6.00 4.0" 5 .,- M-5x8(S) DI, v.„.4.4 %44..4% .c. 4-5x8(S) 0.25,;00000000000°........" .25" .25" G° Yv 1 M-1.5x3 \orM-1.5x3 CD j 01171111.9\ 0'') Its 0 0 1 -1. 1. - .1 0 ��0p P R OFFS I M-3x8 M-3x4 0.25" M-3x4 0.25'? M-3x86 I ,-5x8(S) M-5x6(S) 0 �� (c'�G�NEF19 s�o y y 8-09-14 8-03-06 8-03-06 8-03-06 8-09-14 y 89782P E I' 1-03-08 42-06 JOB NAME : WESTWOOD PL2884-A HOGGANS PARK - C3 ✓�� Scale: 0.1999 40 "nbssatlewsenoted: 5 OREGON *- WARNINGS: GENERALNOTES, 7+0 r, G� 1.Budder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual AlR Y ' V> Truss: C3 and Wamings before consWetion commences. building component Applicability of design paremetare and proper �l _{ 2.204 compression web bracing must be installed where shown+, incoryoretion of component is the responsibility of the building designer. v 3.Additional temporary bracing to insure mobility during construction 2.Design assumes the top and bottom chorda to be lateraly braced at by �s UL �� W the responsibility of the erector.Additional permanent bracing of 2'ntin and at o.n.such as phiely unless braced(TC)and/or drplength(. continuous sheathinginsuch l b aywg e in ere s non ar aryweA(BC). DATE: 11/24/2015 the overall structure is the responsibility of the budding designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K15 5 612 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, EXPIRES: 12/31/2016 design loads be applied to an and are for%try condition.of use. TRANS I D: LINK •a^ Pa i° y component 6.Design assumes ful bearing at all supports shown.Shim or wedge 5.CompuTrus has no control over and assumes no responsibility for the ,�� November 25,2015 fabrication,handling,shipment end installation of components. sorry 7.Design assumes located adequate drainage e ta provided. 6.This design is furnished subject to the limitations set forth by S.Plates shall be located on both faces of cola,and placed no their center TPINJrCA in SCSI,copies of which urn be furnished upon request lines coincide with joint tenter lines. 9.Digits indicate size of plate in inches. MiTek USA.I nc./ComouTrus Software+7.6.6-SP2(1 L1-E This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 92'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-3857) 1873 10-12-) -226) 681 10- 1=(-1749) 868 15-16=( -631) 2051 BC: 204 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3684) 1706 12-13=(-2139) 4419 1-12=(-1871) 3808 5-16=(-1007) 659 WEBS: 2x4 KDDF STAND; 3- 4=(-3020) 1427 13-15=(-1367) 3277 12- 2=(-1690) 927 16- 6=( -541) 1051 2x4 KDDF #1&BTR A; LOADING 4- 5=(-2981) 1515 14-16=( -55) 145 2-13=(-1154) 764 6-17=( -411) 1064 2x6 KDDF #2 B LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2407) 1331 16-17=( -463) 1752 13- 3=( -92) 395 17- 7=( -718) 522 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2382) 1214 17-18=) -808) 2299 3-15=( -735) 528 7-18=( -289) 648 TC LATERAL SUPPORT 0= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-3078) 1393 18- 9=(-1062) 2792 4-15=( -251) 182 18- 8=( -331) 376 BC LATERAL SUPPORT 0= 12"OC. UON. 8- 9=(-3258) 1333 14-15=( -1) 47 LL = 25 PSF Ground Snow (Pg) 15- 5=( -574) 1077 ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -258/ 1766V -246/ 227H 5.50" 1.19 KDDF (1485) 42'- 6.0" -258/ 1795V 0/ OH 5.50" 2.87 HOOF ( 625) !COND. 2: Design checked for net(-5 paf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX LL DEFL = 0.290" @ 12'- 6.5" Allowed = 2.079" MAX TL CREEP DEFL = -0.488" @ 12'- 6.5" Allowed = 2.772" MAX HORIZ. LL DEFL = -0.124" @ 42'- 0.5" MAX HORIZ. TL DEFL = 0.197" @ 42'- 0.5" Design conforms to main windforce-resisting 2-09-10 18-05-06 21-03 system and components and cladding criteria. 2-09-10 4-11-11 4-09-15 4-01-04 4-06-08 6-10-14 6-10-14 7-05-05 Wind: 140 mph, h=24.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, f f f f ,r ,r ,r f f (All Heights), Enclosed, Cat._, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 12 End vertical(s) are exposed to wind, 6.00 M-4x6 ' 6.00 Truss designed for wind loads in the plane of the truss only. 4.0" 6 +` ` M-5x6(S) Note: Legdown not checked for any lateral loads. M-5x6(5) M-3X5 \ The design shall be reviewed and approved by 5 Project Engineer or qualified building designer o 0.25" for lateral load and lateral stability. 0.25" 7 V 9 r M-3x43 + +1 M-1.5x3 M-5x6 M-4x10 1 2 O t 11 n _ NINN, MIN O -I /-1.c), 12 13 O 5' �me WW _ '''L' 4 47-3x6 M-3x9 oI 14 r„ 160.25)7 M *9 oM-1.5x3 M-7x8 -3x4 M-3x8 1M-3x10 D M-5x10 M-5x8(5) �� 0 PR OFFS b * 1 l 1 b 1 * cod GINE.,c �. y-06-02 4-11-11 5-01-07 y 4-03 8-04-07 8-04-07 8-10-14 e ON R ©4_ y 12-05-08 30-00-08 y Q� 8.782PE "Or„ )• 92-06 / • JOB NAME : WESTWOOD PL2884-A HOGGANS PARK - C4 Ir,- = Scale: 0.1451 WARNINGS: GENERALNOTES, unbrvrise asothenoted: OREGON oh Trus s C 4 1.Builder and erection contractor should be advised of el General Notes 1.This design is based only upon the parameters shown and is for en individual �� �� �j 0:4rand VJamings before construction commences. building component Applicability of design parameters and proper R 4 2.2z4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end boltam chard to be laterally braced et /tiA UL �\ is the reapenrebitily of the erector.Additional permanent bracing of 2'we.and at 1 e c.c.respectively a ply unless braced(TC)en throughout their length by !"� DATE• 11/24/2015 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TG)and/or drywal(BC). sg 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : K 15 5 612 9 4.No bed should be applied to any component until after all bracing and 4.Instalation 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 enumnment EXPIRES: 12/31/2016 TRANS ID: LINK design bads be applied to any component and are for'dry condition'of use. 5.CompuTms hes no control over and assumes no responsibblly for the 6.Design t n assumes full bearing at all supports shown.Shim or wedge November 25,2015 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is famished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIMW1'CA in SCSI,copies of which will be banished upon request lines coincide with joint center Tines. 9.Digits indicate size of plate in inches. MiTek USA.Inc./ComouTrus Software 7.8.71111-E This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 92'- 6.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-3298) 1325 1- 8=(-1049) 2961 2- 8=(-333) 377 11- 6=1-333) 377 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-3112) 1393 8- 9=) -770) 2951 8- 3=(-296) 651 WEBS: 2x4 KDDF STAND; 3- 4=(-2431) 1196 9-10-) -925) 1805 3- 9=(-716) 525 2x4 DF STAND A LOADING 4- 5=(-2431) 1196 10-11=( -765) 2300 9- 4=(-422) 1058 LL( 25.0)+DL1 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3112) 1393 11- 7=(-1055) 2786 4-10=(-422) 1058 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3248) 1325 10- 5=(-716) 525 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF 5-11=(-296) 652 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -262/ 1785V -234/ 234H 5.50" 2.86 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 42'- 6.0" -262/ 1785V 0/ OH 5.50" 2.86 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.201" @ 25'- 9.7" Allowed = 2.079" MAX TL CREEP DEFL = -0.370" @ 25'- 9.7" Allowed = 2.772" MAX HORIZ. LL DEFL = 0.079" @ 42'- 0.5" MAX HORIZ. TL DEFL = 0.129" @ 42'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=29.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dix), 21-03 21-03 load duration factor=1.6, Truss designed for wind loads '( T ' in the plane of the truss only. 7-05-05 6-10-13 6-10-13 6-10-13 6-10-13 7-05-05 T T T T T T T 12 12 6.00 F7' M-4x6 'Cl 6.00 4.0" M-sx8(S) '+� M-sx8(S) 0.25" E\/ 5x3 0lir 2 O O O 5** 8 211 *87 O I M-3x8 M-3x4 0.25" 0.25;,0 M-3x4 M-3x8 1 y yr' M-5x8(S) (S) M-axe(s) y y \`',, �-�.'�O.N . `SAO )'• 8-09-14 8-03-06 8-03-06 8-03-06 8-09-14 y jV' 42-06 :9782PE -9V JOB NAME : WESTWOOD PL2884-A HOGGANS PARK - C5 i Scale: 0.1971 / 1 WARNINGS: GENERAL NOTES, unless otherwise noted: Gr. �10 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 "7 OREGON 0 Truss: C5 and Wamings before construction commences. building component Applicability of design parameters and proper 2.2z4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. r!7 Rmeq R Y 1 y 2 �Q• 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at 7 �{ is Me responsibility of tits erector.Addtlonel permanent bracing o/ T o.c.and at 10'o.e.respectively unless braced throughout their length by �`V continuous sheathing such as plywood sheathing(TC)andbr drywall(BC). AUL DATE: 11/24/2015 the overall structure is the responsibility of Uro building designer. 3.2z Impact bridging or lateral bracing required where shown++ r 1 SEQ. : Ki5 5 613 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 busses are to be used in a non-norrosive environment design bads be applied an and are for"dry condition..of use. TRANS ID: LINK gra ppte any 6.Designfull at supports d 5.ComWTrushes nocontrol over and assumes noresponsibility for the ,°�°m°• g° �° g• EXPIRES: 12/31/2016 fabrication,handling,shipment ry sujecao theieatioose.tfooh by 7.Designassumesbe lcaed on isprosise n November 25,2015 S.This design is famished subject to the limitations set forth by 8.Plates shall be bated on bole feces of truss,and placed co their center TPIM/TCA in SCSI,copies of ankh will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.7SP2(1 L)-= 10.For bask connector plate design values sea ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-3860) 1740 1- 9=1-2516) 4086 1- 2=(-3860) 1740 12- 6=( -524) 1631 BC: 22x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2_597) 903 9-10=(-2518) 4083 9- 2=( 0) 308 6-14=(-2E85) 1022 WEBS: 2x4 KDDF STAND 3- 4=(-1353) 733 10-11=(-3562) 4579 2-10=(-1286) 885 6- 7=(-5386) 5756 LOADING 4- 5=(-2193) 1249 11-12=1-4989) 5556 10- 3=( -358) 767 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-3414) 2780 12-13=1-4980) 4691 3-11=(-1665) 1069 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-5386) 5756 13-14=1-3526) 3237 11- 4=( -330) 955 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 65 14- 7=(-2051) 1739 11- 5=( -521) 650 OVERHANGS: 0.0" 15.5" 5-12=( -727) 344 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA *0 For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Unbalanced live loads have been LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -753/ 2037V -24E/ 238H 5.50" 3.26 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 32'- 3.0" 0/ 140V 0/ OH 123.00" 0.22 KDDF ( 625) considered for this design. 35'- 0.7" -953/ 2750V 0/ OH 123.00" 4.40 KDDF ( 625) 42'- 6.0" -2542/ 2573V 0/ OH 123.00" 4.12 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.153" @ 14'- 5.1" Allowed = 1.590" MAX TL CREEP DEFL = -0.245" @ 14'- 2.4" Allowed = 2.119" MAX LL DEFL = 0.008" @ 43'- 9.5" Allowed = 0.129" MAX TL CREEP DEFL = -0.008" @ 43'- 9.5" Allowed = 0.172" MAX HORIZ. LL DEFL = -0.171" @ 35'- 0.7" MAX HORIZ. TL DEFL = 0.193" @ 35'- 0.7" 21-03 21-03 f f COND. 3: Fto42.50 SEISMIC250.00 LOAD. 7-05-05 6-10-13 6-10-13 6-10-13 6-10-13 7-05-05 SHEARWALL32.25 NOTE: TRUSS DESIGN ASSUMES UNIFORM 12 12 6.00 I IM-4X4 SHEAR TRANSFER Q6.00 4.0" Design conforms to main windforce-resisting f 4 ,f--,( system and components and cladding criteria. M-5X6(5) \� M-5X6(5) Wind: 140 mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 0.25" 0.25" End vertical(s) are exposed to wind, 3 5 Truss designed for wind loads 04y in the plane of the truss only. ti 1 f+ ti 1 M-3x8 M-7x8 • -.T41111111111 . M-1.5x3 + M-1.5x3 rt �y 7 c7 f m rrw - w - 9➢l4 0 1'+ 9 10 11 12 M-3x10 M-1.5x3 0.25" M-3x8 0.25" 13 M-5x6 14 ```0 P R Q M18HS-5x16(S) M18HS-5x16(S) M-7x8 maC.... .*, ENGIN E��9 s/) y 7-05-05 y 6-10-13 y 6-10-13 y 6-10-13 y 4-01-03 2-09-11y 7-05-05 y "4 �'� }' b .5 89782PE 42-06 1-03-08 JOB NAME : WESTWOOD PL2884-A HOGGANS PARK - C6 Scale: 0.1581 () WARNINGS: GENERAL NOTES, unless othervrise noted: 15/1% �j/_OREGON Qr It- .Truss: C 6 and Warnings before construction commences. building component Applicabinly of design parameters and proper 7f I.Builder and erection contractor should be advised of al General Notes 1 This design is based ee upon the parameters and is for an individual mss, I�(�q a Y 15 CZ. 2.2z4 compression web bracing must be installed vri,ere shown+. 2.Design assumes the top end bottom chordate be laterally bread et incorporation of component is the responsibilityof tits building designer. R `_l 3.Additional temporary bracing to insure stability during construction P A V i°the responsibility of the erector.Additional permanent bracing of 2'o.c.and et 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)andbr drywall(BC). DATE: 11/25/2015 the overall atrucNre is the responsibility of I he building designer. 3.2z Impact bridging or lateral bracing required where shown++ SEQ. : Ki5 5 6131 4.No bad should be applied to any component until after all bracing and 4.Insol ation of truss is the reapons Wlity of the respective coruractor. 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 EXPIRES: 12131/2018 TRANS I D: LINK design beds 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 shorn.Shim or weds November 25,2015 fabricaton,handling,shipment and installation of co "ecessery. E' 7.Design assumes adequatedrainage is provided. S.This design is fumi°hed subject to the limitations sat forth by by S.Plates shall be located on both faces of buss,and placed so their center TPIANICA in BCSI,copies of which will be furnished upon request lines coincide with joint carder lines. n Digitspb MiTek USA.I nc./ComouTrus Software+7,6.6-SP2(1 L1-S , .Qrb�:,,.-n.bN e,.;,r'ps,,.....c.ew_,err«a_,oao m,rw, This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 42'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-3247) 1326 1- 9=(-1050) 2969 2- 9=(-333) 377 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3111) 1394 9-10=( -733) 2459 9- 3=(-296) 651 WEBS: 2x9 KDDF STAND; 3- 4=(-2431) 1196 10-11=( -419) 1813 3-10=(-716) 525 2x4 DF STAND A LOADING 4- 5=(-2429) 1176 11-12-) -765) 2301 10- 4=(-422) 1058 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3102) 1322 12- 7=(-1011) 2773 4-11=(-422) 1056 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3238) 1260 11- 5=(-714) 525 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=( 0) 65 5-12=(-238) 643 - 12- 6=1-331) 327 OVERHANGS: 0.0" 15.5" LL = 25 PIF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -261/ 1785V -245/ 237H 5.50" 2.86 KDDF ( 625) ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 42'- 6.0" -318/ 1936V 0/ OH 5.50" 3.10 KDDF ( 625) ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.200" @ 17'- 1.3" Allowed = 2.079" MAX TL CREEP DEFL = -0.369" @ 17'- 1.3" Allowed = 2.772" MAX LL DEFL = 0.006" @ 43'- 9.5" Allowed = 0.129" MAX TL CREEP DEFL = -0.008" @ 43'- 9.5" Allowed = 0.172" MAX HORIZ. LL DEFL = 0.079" @ 42'- 0.5" MAX HORIZ. TL DEFL = 0.129" @ 42'- 0.5" Design conforms to main windforce-resisting 21-03 21-03 system and components and cladding criteria. f f f 7-05-05 6-10-13 6-10-13 6-10-13 6-10-13 7-05-05 Wind: 140 mph, h=24,5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T T T 4 T T ,. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration 12 12 Truss designed for wind loads 6.00 M-4x6 Q 6.00 in the plane of the truss only. 4.0" 4 4-t( IN,. M-5x8(S) I+!r M-5x8(S) 0.25" E 0.25" 3 v0^ /\444444 -1.5X3 M-1.5x31(\ M 2 6 co M o A o of 1*+M-3x8 M-3x4 10.25" 0.25 M-3x4 M-3x61 7 o D P R y 1 M-5x8(S) M-5x8(S) (S) b y cj' 1� . �NEFd.. y 8-09-14 8-03-06 8-03-06 8-03-06 8-09-14 1 b �� ' �' �2 42-06 1-03-08 Q 89782PE 9r JOB NAME : WESTWOOD PL2884-A HOGGANS PARK - C7 ._ ,`� < ' .:::::E7,75)::: Scale: 0.1533 ''ww WARMNGS: GENERAL NOTES, unless otherwise noted: �! �v, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual "'V OR EGO N o Q„ Truss: C 7 and symings before cane taction commences. bur ding component Applicab l y of design pa ane e s and proper 2.2x4 compression web bracing must be installed where shorn+, incorporation of component is the responsibility of the building designer. lis) (�q R Y 15 2 k, 3.Additional temporary bracing to insure stebNty during construction 2.Design assumes the top end bottom chords to be laterally braced et ` is the responsibility of the erector.Additional permanent bracing of 2. .c.and at 1G o,c.respectively unless braced throughout their length by L 1 continuous sheathing such as plywood sheathing(TC)andibr drywan(BC). 't SOA UL C;\ DATE: 11/24/2015 the overall structure N the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : K 15 5 613 2 4.No load should be applied to any component until after all bracing and 4.Installation of Was is the responsibility of the respective contractor. fasteners are complete end at nu rime 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 R Design assumes fug bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 25,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shat be located on both faces of truss,and placed so their center TPIANTCA in SCSI,espies of which will be furnished upon request fines 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 bask connector plate design values see EBR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 42'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF kl&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-3299) 1313 1-12=(-1055) 2875 2-12=N262) 337 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2993) 1296 12-13=( -777) 2494 12- 3=(-133) 490 WEBS: 2x9 KDDF STAND; 3- 4=(-2302) 1061 13-14=( -595) 1992 3-13=(-649) 409 2x9 DF STAND A LOADING 4- 5=( 0) 0 14-15=( -828) 2420 13- 4=(-234) 698 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 7=(-1984) 1025 15-10=(-1040) 2778 13- 7=(-129) 135 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 7-14=(-217) 728 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2311) 1070 14- 8=(-691) 407 - 8- 9=(-2990) 1214 8-15=( -84) 479 LL = 25 PIF Ground Snow (Pg) 9-10=(-3240) 1262 15- 9=(-259) 274 NOTE: 2x9 BRACING AT 24"OC UON. FOR 10-11=) 0) 65 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PIP. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 0.0" 15.5" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -247/ 1785V -210/ 203H 5.50" 2.86 KDDF ( 625) 92'- 6.0" -303/ 1936V 0/ OH 5.50" 3.10 KDDF ( 625) ** For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.209" 0 23'- 11.6" Allowed = 2.079" MAX TL CREEP DEFL = -0.382" 0 23'- 11.6" Allowed = 2.772" MAX LL DEFL = 0.008" @ 43'- 9.5" Allowed = 0.129" MAX TL CREEP DEFL = -0.008" @ 43'- 9.5" Allowed = 0.172" MAX HORIZ. LL DEFL = 0.080" @ 42'- 0.5" MAX HORIZ. TL DEFL = 0.132" @ 42'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. 18-06-11 5-04-10 18-06-11 '1 T . f Wind: 140 mph, h=23.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 6-05-05 5-10-13 5-10-13 0-03-12 5-04-10 0-03-12 5-10-13 5-10-13 6-05-05 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4' 4' 4' 4'4' ff 4' 4' 4' load duration factor=l.6, 12 12 Truss designed for wind loads 6.00 M-4x6 -M-6x6 Q 6.00 in the plane of the truss only. 45 6 M-Sx6(S) r M-5x6(5) 0.25" 0.25" 3 8 a,? Pg \/4, M-1.5x3 M-1.5x3 le •+ + 03 In o A o 4. h-4.' o 14,* 12 1 ;,9 15 \1 o 0 M-3x8 M-3x9 0.25" 0.25 M-3x4 M-3x8 0 0 P R Op4,"M-5x8(5) M-5x6(S) (� SI �� NGINFF �1, b 1 b 1 .6 N ![, O9-04-11 8-08-07 6-05-07 8-06-11 9-04-11 ,,C.? yy y y C/ 42-06 1-03-08 :9782PE 9f JOB NAME : WESTWOOD PL2884-A HOGGANS PARK - C8 • �I Scale: 0.1533 , 1011'7 ign WARNINGS: GThindeNGTsb, unless otherwise noted: Cm, REGVN 1.Builder and erection contractor should be advised of all General Notes 1.This design is tient ppl upon the parameters shown and is for anrindividual 7 O Truss: C8 and waminga before construction commences. building component component is tit of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. n��gratign of gampanent is the responsibility of the building designer. 1 � .. AIRY 16 2 k, at 3.Additional temporary bracing to insure stability during construction 2.Design and at I D the lop and bottom chords to be laterally braced en M the responsibility of the erector.Additional permanent bracing of o o.e.and at 10'o.c.respectively plywood t braced throughout their length by q continuous sheathing such as eheath,4,ere)andbr drywall(BC). �i. /1' +L DATE: 11/24/2015 the overall sbucture is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ n 1.1 SEQ. : K15 5 613 3 4.No load should be applied to any component until after e8 bracing end 4.Installation of truss is the responsibility of the respectise contractok fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used in a noncorrosive environment, design bads be applied to any component and are for"dry condition"of use. TRANS ID: LINK 6.Design assumes full bearing atall supporta shown.Shineorwedge i EXPIRES: 12/31/2016 5.CompuTms hes no control over and assumes no responsibility for the rreco fabrication,handing,shipment and'installation of components. 7.Design assumes adequate drainage is provided. November 25,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shat be located on both faces of truss,and placed so their center TPIAARCA 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(1L)-E 10.For bask connector plate design values see ESR-7311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 42'— 6.5" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. CON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=23.lft, 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, _ NOTE: 2x4 BRACING AT 24"0C UON. FOR Truss designed for wind loads ALL FLAT TOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. Unbalanced live loads have been BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for considered for this design. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 15-10-11 10-08-10 15-10-11 T T T T 12 M-4x6 M-4x6 12 6,00 3 4 5 Q 6.00 r °°°°°°ig°°°°°°°°11°111°°°°°°°°°°°°°°°°°°°°°°' r p 1 6 p 1 o M-3x5(S) M-3x5(S) c, M-3x9 M-3x9 y 15-05-03 y 11-07-11 y 15-05-03 \5'�.'�,4G N .,, /0 b 1 42-06 'Cr :9782PEa � JOB NAME : WESTWOOD PL2884—A HOGGANS PARK — C9 i.1 ,__.�,e Scale: 0.2009 WARNINGS: GENERAL NOTES, unless otherwise noted: V �4 1.Builder end erection contractor should be advised of an General Notes 1.This design is based only upon the parameters shorn and is for an individual 174t/ y OREGON 0 Q' Truss: C9 and Warnings before construction commences. building component Applicability of design parameters end proper 2.2s4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 1:91_ (I� �A n`I G �Q 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords o be Iatenity braced length 77 �l�T�/ :7 is the responsibility of the erector.Additional permanent bracing of 2'0.0.and at 10'o.c,sun,a plywoodely unless braced throughout their by 'f' DATE: 11/24/2015 Na Owren structure is the reaponaibili of the trunci des' ""tin"e"s sheathing such as sheathing(TC)liners)and/or drywan(BC). �'A U L \•\ tyn9 designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : Ki5 5 613 4 4.No load should be applied to any component unN after all bracing end 4.Installation of buss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Desgn assumes trusses we to be used in a noncorrosive environment, TRANS I D• LINK design loads be applied o any component and are ler dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility or the 6.Deessign assumes fun bearing et ell supports ahovo.Shim or wedge n EXPIRES: 12/31/2016 fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. November 25,2015 8.This design is furnished subject to the!imitations set forth by 8.Plates shall be located on both lases of buss.and placed so their center TPINuTCA in SCSI,copies of ankh will be furnished upon request lines comate with joint center lines. 9.Digits indicate see of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7SP2(1L)-E 10.For bask connector plate design values sea ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 29'— 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. J TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 RODE #1&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting 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=22.8ft, 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=1.6, - End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 19-06 14-06 T 1' 'I 12 IIM-9x4 12 6.003 Q 6.00 NII rn o i O M-3x5(S) 0 M-3x4 M-3x9 y 12-00 b 17-00 ���EOc �F�, 1-03-08 29-00 ,4� ' 1-1' ti• 0� '� :9782PE �r JOB NAME : WESTWOOD PL2884—A HOGGANS PARK — D1 i Scale: 0.2820 - — / WARNINGS: GENERAL NOTES, unto.othervfse noted: / (/ h� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual -7 OREGON Q„ Truss: D1 and Wemings before construction commences. building component Applicability of design parameters and proper / A� 2.204 compreseion web bradrq must be installed where shown+, incorporation of component is the responsibility of the building designer. A l./ [� (.� {� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom dwrds to he laterally braced et A R Y -+ Y o.c.end at 10'o.c.respectively unless braced(TC( out their length by -l!/[L v is the responabilur of the erector.Additional permanent bracing of continuous sheathing such as Plywood sheathing(TC)and/or drywall(BC). p/ti U( n\ DATE: 11/29/2015 me overall structure is the responsibility of the building designer. r'{ l_ 3.20 Impact bridging or lateral bracing required where shown++ SEQ. : K 15 5 613 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at m time shold any loads greater than 5.Design assumes trusses are to be used in a noncorrosive ment, TRANS ID' LINK design bads be applied to any component and are for"dry condition"of use. 6.Design assumes full bearing at all supports shown.Shim or wedge it 5.CompuTrus hes no corNol over and assumes no responsibility for the ne ssery. EXPIRES: 12!31/2016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 25,201 5 6.This design is furnished subject to the limitations set font by 8.Plates shall ba boated on both faces of truss,and placed so their center TPIM/ICA in BCSI,copies of which will be furnished upon request lines coincide with joint carter lines. MiTek USA,Inc./Com uTrus Software 7.6.7(114-E 9.FDun i�icote azo of plate in inches. values Pto.For basis actor plats design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 29-00-00 GIRDER SUPPORTING 42-06-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 DF 2400F LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-23373) 5241 1- 8=(-4605) 20673 8- 2=( -873) 4068 11- 6=1-4029) 951 BC: 2x8 KDDF SS 2- 3=1-19254) 4365 8- 9=(-4578) 20553 2- 9=(-4026) 951 6-12-) -873) 4068 - WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-14838) 3408 9-10=(-3720) 16905 9- 3=(-1305) 5874 2x8 DF SS A; LL = 25 PSF Ground Snow (Pg) 4- 5=)-14838) 3408 10-11=(-3720) 16905 3-10=(-5598) 1314 2x6 KOPF #2 B TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 29'- 0.0" 1.6- 6=(-19254) 4365 11-12=(-4578) 20553 10- 4-(-2958) 12960 BC UNIF LL( 506.2)+DL( 364.2)= 870.5 PLF 0'- 0.0" TO 29'- 0.0" W- 7=(-23373) 5241 12- 7=(-4605) 20673 10- 5=(-5598) 1314 TC LATERAL SUPPORT <= 12"OC. UON. 5-11=(-1305) 5874 - BC LATERAL SUPPORT <= 12"OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ---4--- ( 3 ) complete trusses required. BOTTOM CHORD CHECKED FOR SOPSF LIVE LOAD. TOP 0'- 0.0" -3041/ 13550V -143/ 143H 5.50" 21.68 KDDF ( 625) Attach 3 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 29'- 0.0" -3041/ 13550V 0/ OH 5.50" 21.68 KDDF ( 625) II nails staggered: �AA/ 9" oc in 1 row(s) throughout 2x4 top chords, /x\/x\/x\ 4" oc in 2 row(s) throughout 2x8 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs, ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 2 row(s) throughout 2x6 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.230" @ 19'- 0.9" Allowed - 1.404" MAX TL CREEP DEFL = -0.466" @ 19'- 0.9" Allowed = 1.872" MAX HORIZ. LL DEFL = 0.063" @ 28'- 6.5" MAX HORIZ. TL DEFL - 0.106" @ 28'- 6.5" 14-06 14-06 Design conforms to main windforce-resisting f 1' f system and components and cladding criteria. 5-09-07 4-05-03 4-03-07 4-03-07 4-05-03 5-09-07 f T T T T f ,,Wind: 140 mph, h=22.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5X8load duration factor=l.6, 6.00 Q 6.00 End vertical(s) are exposed to wind, 8.0" Truss designed for wind loads 4 ,F-,( in the plane of the truss only. P9 M-3x8 3'1" M-3x8 3 5 M-3x6 B M-3x6 M-6x16 M-6x16 i 1 8 9 10 11 12 7 0 0 M-3x5 M-3x10 M-7x10 -M-10x10 M-7x10 M-3x10 M-3x5 o M18HS-7x14(S) 1 1 1 1 1 ). 3 5-07-11 4-03-07 4-06-15 4-06-15 4-03-07 5-07-11 G P R 1 16-00 1 13-00 1 <<:R% Qa�ess 1 1 .? `<NC'INEFq 6C3. 29-00 Q 8'782PE r JOB NAME : WESTWOOD PL2884-A HOGGANS PARK - D2 ' Scale: 0.2180 / . 3. 'FrWARNINGS: GENERAL NOTES, untens others,,.noted y OREGON h Truss: D2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shorn end is for en individual , and Warnings before construction commences. building component Applicability of design parameters and proper () 2.2,4 compression web bracing must be installed where shown+. 2.Design assumes the tap incorporation of component and bottom chords b be laterally braced at .17A?is the responsibility of the building designer. 9d4 R y 5 3.Additional temporary bracing to insure stability during construction W the responsibility of Me erector.Additional permanent bredn9 of 2'o.c.and at 10'c.c.ng sod,a vely unless braced throughout their length byit DATE: 11/24/2015 Me sonnet struotureisthe re �nmwcous rdioratrialbacingreuireod dwmnresos,n0ng(TC)andkr drywnt(6C,. PAUL �\ responsibility of the building designer. 3.2tt Impact bridging or tetanal bracing required where shown++ SEQ. : Ki5 5 613 6 4.No lead should be applied to eny component until after at bracing and 4.Installation of truss is M.responsibility of the respective contractor. fasteners are complete end 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.CompuTrus has no control over and assumes no responsibility for Me 6.Design assumes hit bearing at all supports shown.Shim or wedge t EXPIRES: 12/31/2016 fabrication,handing.shipment and installation of components. 7.Design assumes adequate drainage is provided. November 25,2015 6.This design is furnished'object len 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 546th will be furnished upon request fines coincide with joint center Ines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For bask connector plate design values see ESR-1311,ESR-1986(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: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-4=(0) 0 BC: 2x9 RUDE #1&BTR SPACED 29.0" O.C. 2-3=(-58) 28 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" -69/ 301V -15/ 59H 5.50" 0.48 MUSE ( 625) 1'- 9.2" -30/ 25V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 0.0" -18/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8.00 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 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 = 0.003" 4 -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" 4 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.001" 4 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.000" @ 1'- 11.2" 3 -/ MAX HORIZ. TL DEFL = -0.000" @ 1'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL-4.2,BCDL=6.D, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), r load duration factor=l.6, 0 I Truss designed for wind loads cc in theplane of the truss only. o Y• t r o i 11111111111111111 2► 4� -/ M-3x4 1 b y 1-00 2-00ARpN R/�.(1 (PROVIDE FULL BEARING;Jts:2,9,3 I `co NAG &• V.A/O �� V �'9 Q :9782PE v JOB NAME : WESTWOOD PL2884-A HOGGANS PARK - EJ1 sf!...._Z, Scale: 0.9690 WARNINGS: GENERAL NOTES, unless othervrise noted: GI OREGON N. 1.Builder end erection contractor should be advised of all General Notes 1.This design is based ordy upon the parameters shown and is for an individual A Truss: EJ1 and Warnings before eonsbucdon commences. building component Applicability of design parenreters and proper y �// (�' 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the budding designer. /A C/q R y 15 V 1�,� 3.Additional temporary bracing to insure stability during construction 2.Design and .tlassumes Me top and bottom chords to be laterally braced at -l� G the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 1 e0.o.e,respecsvely unless braced throughout their length by continuous sheathing such as plywood she ttatishorn end/or drywall(BC), f'A U L DATE: 11/24/2015 the overall structure G the responsibility of the budding designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : K15 5 613 7 4.No load should be applied to any component until after all bracing and 4.Installation oilman is the responsibility of the respective cordracfor. fasteners are complete end at no lime should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D• LINK design bads be applied to any component and are for dry cotiara of use. 5.CompuTrus has no control over and assumes no responsibility ler the 8.Design assumes tui bearing at all supportsshown.Shim or wedge if EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 25,2015 6.This design is furnished subject to the limitations set forth by S.Plates shad be baited on both faces of tures,and placed so their center TPIANTCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. es. MiTek USA,Inc./CompuTrus Software 7.6.7SP2(1L)-E 10 Fog'ba�ite G.connector plate E sign plate gra values see ESR-1311,ESR-1986(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: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-4=(0) 0 _ BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-58) 28 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" -64/ 301V -15/ 59H 5.50" 0.48 KDDF ( 625) - 1'- 9.2" -30/ 25V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 0.0" -18/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8.00 " 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 = 0.003" @ -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 = 0.054" MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.000" @ 1'- 11.2" 3 -/ MAX HORIZ. TL DEFL = -0.000" @ 1'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), r load duration factor=1.6, 0 I Truss designed for wind loads on in the lane of the truss only. o P r f � o o I 11111111111111111 2► 4 M-3x4 y b b 1-00 BAR Q� PN R(1 (PROVIDE FULL BEARING;Jts:2,4,3 rrA\c.., -`aG ��V.41 v ,V V �� l`c" :9782PE JOB NAME : WESTWOOD PL2884-A HOGGANS PARK - EJ2 i Scale: 0.9690 'W.- - WARNINGS: GENERAL NOTES, unless otherwise noted: 40 commences. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shover end is for an individual 7 OR EGO N t� Q Truss:• and Warnings before construction commens. bolding component Applicability of design parameters and proper I 2, 2.254 compression web bracing must be installed where shown v. incorporation of component is the responsibility of to building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be latemIN braced at 1 4 R y A S N4G.. 2'sc.and at 1C7 0.0.respectively unless braced throughout their length by W the responsibility of the erector.Additional permanent bracing of V continuous sheathing such as plywoodaheat,ing(TC)and/or dryvren(BC). -` pA UL DATE: 11/24/2015 the overall structure is to responsibility of to building designer. 3.2x Impact bridging or lateral bracing required where shown n o SEQ. : Ki5 5 613 8 4.No load should be applied to any component until after all bracing and 4.Instalaton of truss is the responsibility of the respective contractor. fasteners are complete and at no tme should any loads greater then 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 aro for"dry condition"of use. 5.compurrus has no control over and assumes no responsibility for the 6.Design assumes fol bearing at all supports ahawn.shim or wedge if EXPIRES: 12/31/2016 shipment wary. fabrication,handling, pment and inatalaton of components. 7.Design assumes adequate drainage is provided. November 25,2015 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 TPIANTCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. MITek USA,Inc/Co uTrus Software 7.6.7SP21L Digitsindicateconnector pptetee inches.gvalues trap 1 9.For basic connsRe flab 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 9WR/DDF/Cil=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-9=10) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-59) 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 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/ 301V -14/ 56H 5.50" 0.98 KDDF ( 625) - 1'- 9.2" -30/ 2511 0/ OH 5.50" 0.09 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 10.2" -16/ 38V 0/ OH 1.50" 0.06 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/290, TL-L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" 0 -1'- 0.0" Allowed - 0.133" 1-10-03 MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.059" Q T MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.072" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 9.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 9.9" 8.00 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), 3 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 o r--- o 0 o oI r1J c o 2= 9 I M-3x4 /' b 1 1-00 2-00 (PROVIDE FULL BEARING;Jts:2,4,3 �c ' , G N Fa`s'o �� 2-9 8.782PE r JOB NAME : WESTWOOD PL2884-A HOGGANS PARK - ESJ1 • Scale: 0.6860 / ' a• •/ WARNINGS: GENERAL NOTES, unless otherwise noted: e" OREGON h 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual t Truss: ESJ1 and Warnings before construction commences. building component Applicability of design parameters and proper /]i& 20 /�'� 2.2x4 compression web bracing moat be installed where shown+. incorporation of component is the responsibility of the building designer. A 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top Crd bottom chords to be laterally braced et "� q R Y 15 4'{ '` lathe responabitity of the erector.Additional permanent bracing of 2'o.c.and et 10 o.c.respectively unless brews throughout their length by V DATE: 11/24/2015 the overall structure is the responsibility of the building designer. continuous sheathingbridging o,such as plywood ural where and/or drywall(BC). P, /1 U L �` 3.2x Impact bridging or lateral bracing required where shown++ n SEQ. : K 15 5 614 0 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respectve contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D• LINK design bads be applied m any component and are for'dry cons tion'of use. • 5.CompuTrvs has no control over and assumes no responsibility for the 6.Design assumes full bearing et all supporta shown.Shim or wedge d EXPIRES: 12/31/2016 ncetion,handk alai amry. fab ria, pmentandinatelatinnofcomponents. 7.Designassumes adequate drainage isprovided. November 25,2015 6.ThisPlates design is furnished subject to the'initiations set forte by 8. shallbe looted on both faces of trues,and placed so their center TPNWICA 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(IL)-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'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1S13TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-4=10) 0 BC: 2x9 KDDF #1SBTR SPACED 29.0" O.C. 2-3=1-61) 29 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIP 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 POP 0'- 0.0" -54/ 292V -15/ 59H 5.50" 0.47 KDDF ( 625) - 1'- 10.9" -38/ 48V 0/ OH 1.50" 0.08 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 0.0" 0/ 25V 0/ OH 5.50" 0.04 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" 1-11-11 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed - 0.028" 'r MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.038" MAX BC PANEL LL DEFL = 0.003" @ 1'- 5.1" Allowed - 0.104" 12 MAX BC PANEL TL DEFL = -0.002" @ 1'- 6.2" Allowed - 0.139" 8.00 F7MAX 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. 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. 0 on 0 I o I ErAIMIMIIIMIM o � 2► 1110. , 1 M-3x9 b b b 1-00 3-00 (PROVIDE FULL BEARING;Jts:2,3,4 NS���NGN Fgsio :9782PE 1-- JOB NAME : WESTWOOD PL2884-A HOGGANS PARK - FJ1 • y Scale: 0.6699 v `T inWARNINGS: GENERAL NOTES, unless otherwise noted: I /7 , Truss: FJ 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 174Z, •R EGON �th and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing must be instated wfiere shown+. incorporation of component is the responsibility of the building designer. -T411...... 3.Additional temporary bracing to insure stability during construction 2.Design assumeso n.top and bottom unless ler to be laterally braced at '9 `- Aa y 1 CJ 4' ,e the responsibility of the erector.Additional permanent bracing of 7 o.e.and at 10'o.c.respectively braced throughout their length by �� ` DATE: 11/24/2015 the overeA Structure k the responsibility of the building assigner. continuous sheathing sari,as plywood erg re aneathi.ber a and/or drywan(Bc). f'A U L 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : K15 5 6141 4.No load should be applied to any component until after MI bracing and 4.Inetafatian 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, de' bark be rite any and are for"dry condition"of use. TRANS I D: LINK design applied and 5.CompuTms has no control over and assumes no responsibility kr the 6.Design assumes all bearing et all supports shown.Shim or wedge d EXPIRES: 12/31/2016 sca, fabrieason,handling,shipment and insklatian of components. 7.Design assumes adequate drainage is provided. November 25,2015 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 TPIIWTCA in SCSI,copies of witch will be furnished upon request bees coincide with joint center lines. 9.Digits indicate sine of plate in inches. MiTek USA,IncJCompuTrus Software 7.6.7SP2(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1588(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 3'- 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) 63 2-9=10) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-68) 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 ERG 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" -98/ 306V -22/ 78H 5.50" 0.49 KDDF ( 625) 2'- 9.2" 0/ 39V 0/ OH 5.50" 0.05 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 0.0" -32/ 72V 0/ OH 1.50" 0.12 KDDF ( 625) 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 8.00 177 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3 MAX TC PANEL LL DEFL = 0.009" @ 1'- 9.4" Allowed = 0.197" MAX TC PANEL TL DEFL = -0.003" @ 1'- 9.4" Allowed = 0.295" MAX HORIZ. LL DEFL = -0.000" @ 2'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 2'- 11.2" '' 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, ro (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=1.6, p Truss designed for wind loads I in the plane of the truss only. cu r <- 0 I 0 0 / 4 M-3x4 r b y b 1-00 3-00 (PROVIDE FULL BEARING;Jts:2,9,3 I ��,ED PROFESS �� �NGINEF9 /02 �' :9782PE -9_,.. JOB NAME : WESTWOOD PL2884-A HOGGANS PARK - FJ2 • r Scale: 0.8605 'lir T ira WARNINGS: GENERAL NOTES, unless otheniarametnoted: v /'!•REGON Truss: FJ 2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 174t, � • h� and Warnings before consevction commences. building component Applicability of design parameters and proper WI 2O �Q' 2.2x4 compression web bracing must be installed others shown s. incarposss n of component is the responsibility of the building designer. V 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at '9 R Y A S k, is the responsibility of the mentor.Additional permanent bracing of Z on.end at 10'o.c.respectivelyplywood unless braced throughout their length by , DATE: 11/24/2015 he owrell strut are is he responsibility of the banding des finer. 25 continuous edger sheathing each as ing re sheathing(TC)andbr dryvnn(BC). PA U L 3.25 Impact bridging or lateral bracing required where shown++ SEQ. : El5 5 614 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 busses are b be used in a non-connive environment, dee belie be applied to and are for'dry condition'of use. TRANS ID: LINK gra pgie yoam assumes 6.Des' tanbearin at supports d 5.CompuTrus has no control over and assumes no responsibility for Me necessary.g^°°°^m°° g° ppa "�° EXPIRES: 12/31/2016 fabrication,handling,shipment end installation of components. '.Patasslaeaoaed"on'ofase`o buss,ed. November 25,2015 S.This design is furnished subject to the limdations set forth by S.Plates shall be bested on both faces of bulla,and placed so their center TPIAATCA in SCSI,copies of which v411 be furnished upon request fines 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 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-33) 30 1-3=(0) 0 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. LION. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -12/ 96V -12/ 32H 5.50" 0.15 KDDF ( 625) TOTAL LOAD = 92.0 PSF 1'- 9.2" 0/ 23V 0/ OH 5.50" 0.09 KDDF ( 625) 1'- 11.1" -31/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1-11-01 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.002" @ 1'- 2.6" Allowed = 0.110" 12 MAX TC PANEL TL DEFL = 0.001" @ 1'- 2.6" Allowed = 0.165" 8.00 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.3" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.3" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 2 -, in the plane of the truss only. rn I or-- I I r1 r /- o 0 I IIIIIo 0 1► 3 r M-3x4 1 k 2-00 (PROVIDE FULL BEARING;Jts:1,3,2 ��E10 P R Ore-6., NC.? �,401 N e'k`e `rj029 Ql-c :9782PE r JOB NAME : WESTWOOD PL2884-A HOGGANS PARK - FSJ1 " it Scale: 0.7563 , I - AfIN WARNINGS: GENERAL NOTES, unless otherwise noted: P✓ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual yA- •REGONA "'' Truss: FSJ1 and Wamirgs before oarrebuction commences. building component Applicability of design parameters and proper 'Y� VO 4S 2.204 compression web bracing must be installed where shown+, incorporation or component is the responsibility of the building designer. .!I a4 3'y AS L 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chortle to be laterally braced at 7 'tel JY 7 _\ is the reeponslbifity of the erector.Additional permanent bracing of 7 o.e.and sht eathing o.c,rsash as ply unties brecod throughout r d,yr length by v DATE: 11/24/2015 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywan(BC). • fa LI 1 on\',1 '' 3.20 Impact bridging or lateral bracing required where shown++ L. SEQ. : El5 5 614 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 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 bads be applied many component and are for'dry condition'.of use. 5.Compurrus has no control over and assumes no responsibility for the 6.Design assumes fila baring et all supports shown.Shim or wedge i! EXPIRES: 12/31/2016 es fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 25,2015 6.This design is furnished subject to the fimitafions set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANfCA in SCSI,copies of which will be furnished upon request lines coineide with joint center lines. MiTek USA,Inc./Co uTrus Software 7.6.7SP21L 9.Digits indicatein sizeofplambe inches.gvalues( }� 1 For basicconnectorsizer platepladesign values sea ESR-1311,ESR-1588(MiTek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 3/" Center plate on joint unless x,y P Y 4 (Drawings not to scale) offsets are indicated. Damage or Personal Injury r�� Dimensions are in ft-in-sixteenths. ii4o, Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. O-1/16" gliEllIMIIIIINEENNIIIM 2. Truss bracing must be designed by an engineer.For 4 wide truss spacing,individual lateral braces themselves p may require bracing,or alternative Tor I hilliiffil11 o bracing should be considered. O 3. Never exceed the design loading shown and never IMMAIllor stack materials on inadequately braced trusses. 0 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c7-8 c6-7 5-6 designer,erection supervisor,property owner and plates 0 'ad' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint — required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that //� IPIndicated by symbol shown and/or SYP represents values as published specified. bytext in the bracingsection of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. II Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. #111=0 reaction section indicates joint 1111111 number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. iMl project engineer before use. e 18.Use of green or treated lumber may pose unacceptable —� environmental,health or performance risks.Consult with 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 is not sufficient. BCSI: Design Component dn nt Bracing. I ./IiTe e g BCSI: BuildingCom orient SafetyInformation, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 QualityCriteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013