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Plans (148) mit RECEIVED St . DEC 292.015 MiTek6CITY OF TIGARD BUILDING DIVISION MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 17935 WESTWOOD PL2781-B HOGGANS PARK ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1615270 thru K1615306 My license renewal date for the state of Oregon is December 31,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RED PROpts, e'0AG INEk'4 >O Q 89200PE 9r y ,irOREGON >k ��4 'O -9 Y 14 24\ P.,� MFR R 1 Lk- 27R .!/ December 22,2015 Baxter,David The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 10'— 11.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. _! TC: 2x9 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 BC: 2x9 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. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=20.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 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. 5-05-08 5-05-08 '1 T T 12 12 6.00 Q 6.00 IIM-4x4 3 2 q M o / o C O / O M-3x4 M-3x4 l l y y 1-00 10-11 1-00 DPROFFS NE9 s /'i 2 9 :9200P r 00. JOB NAME : WESTWOOD PL2781-B HOGGANS PARK - Al � . Scale: 0.5759 t� /� WARNINGS: GENERAL NOTES, unless otherwlaenoted: '7 OR EGON a <(/ 1111 ¢ Truss: Al 1.Builder and erection contactor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ,_ and Wemings before canstmction commences. bolding component ApplicebNity of design parameters and proper lw 4, Vs an 2.204 compression web bracing must be installed where shown.. 2sign assumes the top and bottom chorda to be laterally1 mrponetion of component is the responebility of the building designer. q 2.°\ P4 3.Additional temporary Leming to insure stability during construction .Design braced at /O 4 L is the responsibility of the erector.Additional permanent bredng of 7 o.c.and at 10 o.c.respectively unless braced mroughocttheir length by DATE: 12/22/2015 the ovn el etude.is the reapoamlity of bulbi de:nen. continuous sheathing such as plywood aheabing(TC)andlm drywall(BC). MFR R 11-�- ng g 3.2s Impact bridging or lateral bracing required where shown i 4 SEQ. • K16152 7 0 4.No bad should be applied b any component untilafter ell bracing and 4.Inabtruss llation of es i the responsiblky of the respective contractor. • fasteners are complete and at no time should any beds greeter then 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any conponent. dare br`dry condhon•ofuse. 5.CompuTrus hes no control over and assumes no responeibidty for the 6.°°sig^assumes fuel bearing et all supports we shown.Shinn or ds. EXPIRES: 12!3112017 m. fabrication,handing,shipment and irateNation of components. sign es '.Designaehlbeboadequate dreteseooage is provided. December 22,2015 8.This design is furnished subject to the limitations setforlh by 8.Plates shall be bated on both faces of truss,and placed ao their center TPINYfCA in SCSI,copies of which will be furnished upon request lines coincide with joint anter lines. 9.MiTek USA,Inc./Com uTrus Software 7.6.7SP2 1 L-E 0 Digits b indite eot of paw inInches. P ( ) 10.For baric connector plate design values see ESR-1311,ESR-1980(MiTek) • This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 10'- 11.0^ IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #13BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-20) 393 6-3=(0) 296 ! BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-528) 109 6-4=(-20) 393 WEBS: 2x9 KDDF STAND 3-4=(-528) 109 LOADING 4-5=( 0) 50 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 = 92.0 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" -95/ 572V -55/ 55H 5.50" 0.92 KDDF ( 625) 10'- 11.0" -95/ 573V 0/ OH 5.50" 0.92 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 1OPSF LIVE LOAD. TOP [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. J AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002^ @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL - 0.002" @ 11'- 11.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 11'- 11.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.013^ @ 3'- 1.8" Allowed = 0.356" MAX TC PANEL TL DEFL = 0.050" @ 2'- 11.5" Allowed = 0.533" MAX HORIZ. LL DEFL = 0.003" @ 10'- 5.5" MAX HORIZ. TL DEFL = 0.005" @ 10'- 5.5" 5-05-08 5-05-08 T T T 12 12 Design conforms to main windforce-resisting 6.00 p DIM-4x4 Q 6.00 system and components and cladding criteria. el o /- 4.0" Wind: 140 mph, h=20.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 ][ o (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 1 6 Z q 0 o M-3x4 M-1.5x3 M-3x4 0 b 1 l 5-05-08 5-05-08 y 1-00 y 10-11 y 1-00 y ��Q,ED PROFFss NC? ANG iNEF / ,. 19 O2IrQ89200PE JOB NAME : WESTWOOD PL2781-B HOGGANS PARK - A2 Scale: 0.4509 _`w WARNINGS: GENERAL NOTES, unless otherwise noted: We SC OREGON tv. 1.Builder and erection contactor should be advised dal General Notes 1.This design is based only upon the parameters shown end is for en individual a, Truss: A2 and warnings before construction commences. building component Applicability of design parameters and proper 7, 2j AN N 2.284 compassion web bracing must be instelled where eleven o. incoryoretion of component is the responsibility of Na bidding designer. I,/` .44' 7 17O �4 3.Addiborel temporary bracing to insure stability during oonsbudion 2.Design renames the tap and respbottectively a chorda to be laterally braced et {./ G is the responsibility of the erector.Additional pemenent bracing of 7 ntinn.and at sheathing1CY oin reook as ply iota braced(TC)a d/their all Bth).bil/ R I_\ DATE: 12/22/2015 the wend emKare is the responsibility of the building designer. continuous bridging Were l b plywood airedshealwhere own-,drywen(Bc). �+ 3.2s Impact bddeing or l.brel branny required where snow„t. SEQ. : K1615271 4.No load should be applied b any component until after all tanning and 4.Installation of buss is to responsibility of the respective contractor fasteners are complete and at no time should any bade greater than 5.Design assures trusses are to be used in a noncorrosive environment TRANS I D: LINK design loads be applied to any component. and are for'Idly oondison•of use. 5.ConpuTrus has no contend over and assumes no responsibility for the 8ass .Design umes lull bearing at all support shown.Shim or wedge i1 EXPIRES: 12/31/2017 neoessfabrication,handing.shipment and Installation of conponent. 7.Design eseems adequate drainage is provided. December 22,2015 8.This design is furnished subject to the imitations set forth by 8.Plates shag be located on both feces of trues.and placed so their center TPIM?CA in SCSI.copies of which will be furnished upon request line coincide with joint center lines. 9.MiTek USA,Inc./Com Trus Software 7.6.7SP2 1L-E 10.Digitsorb infinite size pf late inches.vat Pu ( ) For basic niter Ott design values see ESR-1311,ESR-1988(Web) = This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 18-05-08 DUTCH SETBACK 1-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k15BTR 18-05-08 GIRDER SUPPORTING 24-06-00 1- 2=(-10774) 2492 1- 9=(-2148) 9470 9- 2=( -608) 2746 6-13=(-234) 1138 R BC: 2x8 KDDF SS LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=( -8168) 1918 9-10=(-2122) 9352 2-10=(-2598) 636 WEBS: 2x4 KDDF STAND; 3- 4=( -6144) 1470 10-11=(-1570) 7090 10- 3=( -612) 2686 2x4 KDDF STUD A LOADING 4- 5=( -6142) 1470 11-12=(-1468) 6668 3-11=(-2578) 634 LL = 25 PSF Ground Snow (Pg) 5- 6=( -7644) 1788 12-13=(-1712) 7684 11- 4=(-1236) 5246 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 18'- 5.5" V 6- 7=( -8806) 2018 13- 7=(-1722) 7732 11- 5=(-1908) 472 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 12.5)+DL( 3.5)= 16.0 PLF 1'- 0.0" TO 17'- 5.5" L 7- 8=( 0) 50 5-12=( -426) 1944 BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PLF 0'- 0.0" TO 18'- 5.5" V 12- 6=(-1102) 266 OVERHANGS: 0.0" 12.0" BC UNIF LL( 281.2)+DL( 191.2)= 472.5 PLF 0'- 0.0" TO 18'- 5.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA @@ADDL: BC CONC LL+DL= 2263.0 LBS @ 2'- 6.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -1672/ 7220V -89/ 82H 5.50" 11.55 KDDF ( 625) M-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 18'- 5.5" -1311/ 5606V 0/ OH 5.50" 8.97 KDDF ( 625) vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. J,- ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP nails staggered: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. �/�� 9" oc in 1 row(s) throughout 2x4 top chords, ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. /x\/X\ 9" oc in 2 row(s) throughout 2x8 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 webs. �(�HANGER BY OTHERS TO APPLY CONC. MAX LL DEFL = -0.088" @ 9'- 2.7" Allowed = 0.877" LOAD(S)EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.211" @ 6'- 4.9" Allowed = 1.169" MAX LL DEFL = 0.001" @ 19'- 5.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ 19'- 5.5" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.021" @ 18'- 0.0" MAX HORIZ. TL DEFL = 0.041" @ 18'- 0.0" 9-02-12 9-02-12 4' T 4' Design conforms to main windforce-resisting 4-00-05 2-08-01 2-06-05 2-06-05 2-08-01 4-00-05 system and components and cladding criteria. Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 F7,- M-4x6 Q 6.00 load duration factor=1.6, 4.0" End vertical(s) are exposed to wind, M-3x3 ,(17( M-3x5 Truss designed for wind loads M-3X5 I`l M-3X5 in the plane of the truss only. M-3x5 M-3x5 3 M-2.5x4 or equal at non-structural diagonal inlets. M-3x5 M-3x5 M-3x5 �0 �� M-3x5 Truss designed for 4x2 outlookers. 2x4 let-ins M-3x6 d' ' M-3x9 of the same size and grade as structural top M-5x16 chord. Insure tight fit at each end of let-in. M-3X5 2 Outlookers must be cut with care and are �� permissible at inlet board areas only. M-3x5 M-5x16 M 1 i 'i Gia ` 'CO o H o O _001# f 9 10 11 12 13 O 0 M-3x10 M-3x5 M-5x8 M-3x4 M-1.5x3 0 2263# y l ), )' )' b b 3-10-09 2-06-05 2-09-13 2-09-13 2-06-05 3-10-09 ,i15_1) P R Opp, y yy � G F�C� NF `iO18-05-08 1-00 c` 0 � � 2 89200PE T- JOB NAME : WESTWOOD PL2781-B HOGGANS PARK - BH1 _ � Scale: 0.2976 ` _� ' Cr WARNINGS: GENERAL NOTES, unless othervdse noted: 1.Builder and erection contractor should be advised dal General Nota 1.This design is based only upon the parameters shown and is for an individual '9L OREGON * �� Truss: BH1 and Wamin before cmbDudan commences. budding to Os g comPof co Applicability r design parameters and proper 2.254 compression web bracing must be insteled where sitcom+, incorporation of component is the responsibility of the buAd,g designer. <O q - 4 V \ 3.Additional temporary bracing t insure stability during construction 2.Design sesames the tees and bottom dards to be laterally braced at 7 L R)(�y. la the responsibility of the erecter.Additional permanent bracing of 2'o.t.and at ea15 cc respectively a ply unless Onstad(TC)a throughout r dr y length by if,-"4- �i so f D%�� C_ DATE: 12/22/2015 to overall ebudrae is the responsibility of the building designer. 2x Impacts edging or such l batinro re aired where shown angor dryvnn(Bc1. V�`A_ 3.In tmpad bridging is teres pracing ity of to re pe so to SEQ. : K1615 2 7 2 4.No bad should be appltd b any component until after all Pacing end 4.Installation of trues lathe responsibility of the respective contactor. tamers are complete end et no time should any loads greater than 8.Design assumes trusses ere to be used in a noneonosive environment, TRANS I D: LINK design lads be applied to any component and are for'dry condition'of use. 5.ComWTnn has no control over and assumes no responsibility for the 8.Design a� full bearing at all supports shown.Shim or wedged EXPIRES: 12/31/2017 fabrication.handling,shipment end installation of component. 7.Design assumes adequate drainage is provided. December 22,2015 8.TMs design is furnished subject to the limitations set forth by 8.Plate shell be located on both faces of Was,and plated so their center TPIIW1 CA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digit indicate size of pleb in inches. MITek USA,Inc./OompuTrus Software 7.6.7(1L)-E 10.For basic connecter plat design values see ESR-1311,ESR-1988(NT(*) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-22) 50 2-4=(-1) 1 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-53) 50 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" -90/ 297V -4/ 34H 12.00" 0.48 KDDF ( 625) 0'- 11.2" -43/ 21V 0/ OH 1.50" 0.03 KDDF ( 625) 12 LL = 25 PSF Ground Snow (Pg) 1'- 0.0" -56/ 28V 0/ OH 0.00" 0.00 KDDF ( 625) 6.00 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. 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 HORIZ. LL DEFL = 0.000" @ 0'- 11.2" MAX HORIZ. TL DEFL = 0.000" @ 0'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 -V Truss designed for wind loads in the plane of the truss only. 2 M O M '111 O , O NMI O O 4 M-3x4 PR J' 100 10o y ``o- G`I FFS`,/ 04 kc 89200PE 1- •"r JOB NAME : WESTWOOD PL2781-B HOGGANS PARK - BJ1 Scale: 1.1066 ,.41 / WARNINGS: GENERAL NOTES, unbar otherwise noted: Truss: BJ 1 1.Builder and erection oontraofor should be advised of all General Notes 1.This design is bailed only upon the parameters shown and is for an individual OR EGON and Warnings before construction commences. building component Applicability of design parameters end proper �!„� �� 2�\� �/`� 2.204 compression web bracing moat be installed contra shown+, incorporation of component is the responsibility of the building designer. '6 14 V A 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom dards a be laterally braced at by is to responsibility of the erector.Additional pemanent bracing of c o.0.and at 10'o.c.respectively cod s braced(TC)and/their length). /r .- A'�- DATE: 12/22/2015 the overall structure is the responsibility of the building designer. 2limed sheathing suchasb acing re aired where shown dryaan(Bc). vV� 3.2x Impact bridging or lateral bracing requye.where shown++ SEQ.: K 1615 2 7 3 4.No load should be applied to any component until after all bracing and 4.Installation of Inas b the responsibility of to respective contactor. fasteners are complete and at no bone should any bads greater tan 5.Design assumes busses are to be used in a noncorrosive environment, applied and are for'dry condition'of use. TRANS ID: LINK aeagnloads ben000nfo any com alcor 8.Design assumes full bearing atall supportaahawn.Shim orawgeif EXPIRES: 12/31/2017 5.compurrus has no control over and assumes no responsibility for the na�ss.ry fabdrabon,handling,shipment and installation oofcomponents. 7.Design assumes adequate drainage isprovided. December 22,2015 8.This design is furnished eubjectto the limitations set font by 8.Plates shall be located on bon faces of buss,and placed so their center TPIMWTCA in SCSI.copies of which will be furnished upon request. linea coincide with joint center lines. 9.Digits indicate size of plate in inches MITA USA,Inc/CompuTrus Software 7.6.7-SP2(1 L)E 10.For basic connector plate design values see ESR-1311,ESR-1908(MTek) This design prepared from computer input by r PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 9'- 7.0" ICONS. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing. TC: 2x4 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 r BC: 2x4 KDDF #15BTR SPACED 24.0" 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=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 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. 4-09-08 4-09-08 ' T T 12 12 6.00 [ . Q 6.00 IIM-4x4 3 2 4 t+1 o n1 -,,O 1 1 1 /////////////////////////////////////////////////////////////////////////// 5 SOI O O M-3x4 M-3x4 1 b y y 1-00 9-07 1-00 ��?NO PRO fess ��5 ENGINE-9 /v :9200PE 9T JOB NAME : WESTWOOD PL2781-B HOGGANS PARK - C1 Scale: 0.5915 WARNINGS: GENERAL NOTES, unless otherwise nobs: � Truss: Cl Cr 1.Builder end erection contractor should be advised o/al General Nobe 1.This design is based only upon the parameters shown and is for an individual 9L RECONIN A and VJemings before construction commences. butieirnp component Applicabilityo/design paremebn end proper A 2.2z1 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the budding designer. <O q\� 14 2° 3.Additional b 2.Design assumes the top and boffin tlnorda to be laterally braced a[ / -( �(� rriporery bredrp to insure abbility during conaWUVon 7 oo.and at 10 otr respectively unless braced throughout their length by �A `_ lathe responsibility of the erector.Additional peenent bracing of continuous shedthing such as plywood sheathing(TC)and/«dryweli(BC). -I R p 1 DATE: 12/22/2015 the overall shunt..hs the responsibility of the bulking designer. 3.2z Impact bridging or labral looming required where shown++ fl l� SEQ. : El 6 15 2 7 5 4.No bad should be applied a any component until after all bracing and 4.Installation of truss is the reaponsibtity of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes Busses are to be used in a nonconosive 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 S.Design assumes full bearing et all support shown.Shim or wedge B EXPIRES: 12/31/2017 fabrication,handing,shipment and installation of components. mammy. 7.DeNgnassumes adequabdraina eis provide December 22,2015 S.Tuts design is furnished subject to the limitations set font by S.Plates shall be located on both faces of Wes,and placed so their center TPIIWICA in 5151,copes of which will be furnished upon request Ines coincide vdtii joint center Imes. 9.Digits indicate size of plate n inches. MiTek USA,Inc./CompuTrus Software 7.6.7SP2(1L)-E 1D.For basic connector plate design values see ESR-1311,ESR-1988(Mirek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-07-00 GIRDER SUPPORTING 28-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-3426) 734 1-4=(-606) 2952 4-2=(-598) 2930 • BC: 2x6 KDDF #1&BTR 2-3=(-3426) 734 4-3=(-606) 2952 WEBS: 2x4 DF STAND; LOADING 2x6 KDDF #2 A LL = 25 PSF Ground Snow (Pg) TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 9'- 7.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 325.0)+DL( 241.0)= 566.0 PLF 0'- 0.0" TO 9'- 7.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. 0'- 0.0" -661/ 3019V -40/ 408 5.50" 4.83 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 7.0" -661/ 3019V 0/ OH 5.50" 4.83 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ( 2 ) complete trusses required. DGUN GBOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Attach 2 ply with 3"x.131 D nails staggered: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 1 row(s) throughout 2x4 top chords, 6" oc in 2 row(s) throughout 2x6 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.020" @ 4'- 9.5" Allowed = 0.433" 9" oc in 2 row(s) throughout 2x6 webs. MAX TL CREEP DEFL = -0.042" @ 4'- 9.5" Allowed = 0.578" MAX HORIZ. LL DEFL = 0.006" @ 9'- 1.5" MAX HORIZ. TL DEFL = 0.010" @ 9'- 1.5" 4-09-08 4-09-08 T 1' '1 Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 Q 6.00 Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 4 p„ End vertical(s) are exposed to wind, p 4'..7.17.7.( Truss designed for wind loads -- in the plane of the truss only. 111111111 M-5x10 1,11111111111111111A11.1111111111111111111111111111111111111 M-5x10 ro [ III � -/c,I 0 iI► a 4 � �o 0 0 M-3x8 b y y 4-09-08 4-09-08 y y 9-07 �� 2� Q 89200PE JOB NAME : WESTWOOD PL2781-B HOGGANS PARK - CGIRD ,41.4019e,"::. Scale: 0.5296 Q WARNINGS: GENERAL NOTES, uilessothenesenoted: 9 ORECr GON ki Truss: CGIRD 1.Builder and erection contactor sroaw be advised of all General Notes 1.This deign is based only upon the parameters show„and is for en individual and Weminga before construction commences. building component Applicability of design paremetere end proper G 7 Zeox �� 2.are compression web brewing must be installed when shown+, incorporation of component is the responsibility ane bending designer. 'O 14 3.Additional temporary bracing to snore stability dump canabuction 2 Design assumes the top and bottom chords b be laterally braced et {� le the responsibility of the erector.Additional permanent bracing of 7oo.c.and a 11G o.c.respectively unless bread throughout their length by r `_ DATE: 12/22/2015 the overall structure lathe responsibility of the baildi dei continuous sheathing op.¢h l b ac nplywgod ui sd where s ocnend/or drywan(Bc). �`R R I L� ng 3.an Impact bridging or lateral bracing requires where shown++ SEQ. : El615 2 7 6 4.No bad should be applied b eery component until after all brepng and 4.Installation or buss is the responsibility of the respective contractor. fasteners are complete and at no time should any bade greater then 5.Design assumes trusses are to be used in a nonmonosive environment, TRANS ID: LINK design wads be applied to any component. darefor"dry condition of use. 5.DanpuTnre has no control over and eneonae no responsibility ler the 6.De88.111888.11188 a full bearing et all supports shown.Shimor wedge if EXPIRES: 12/31/2017 cowry. faniation,hem,ing,eNpmentand installation ofcomponbt% 7.Design awmesadequate onbothnageisprovided. December 22,2015 6.This design is furnished subject b the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINVTCA in SCSI.copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate sae of plate in inanee. MiTek USA,IncfCompuTrus Software 7.6.7(1 LYE 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 31'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 70 2- 8=(-363) 2249 8- 3=( 0) 338 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2543) 499 8- 9=(-365) 2245 3- 9=(-853) 266 WEBS: 2x4 KDDF STAND 3- 4=(-1708) 405 9-10=(-406) 2245 9- 4=(-126) 871 LOADING 4- 5=(-1708) 405 10- 6=(-403) 2249 9- 5=(-853) 265 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2543) 498 5-10=( 0) 338 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 70 TOTAL LOAD = 42.0 PSF OVERHANGS: 19.3" 19.3" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -228/ 1485V -121/ 121H 5.50" 2.38 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 31'- 0.0" -228/ 1485V 0/ OH 5.50" 2.38 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.017" @ -1'- 7.3" Allowed = 0.160" MAX TL CREEP DEFL = -0.018" @ -1'- 7.3" Allowed = 0.214" MAX LL DEFL = -0.124" @ 15'- 6.0" Allowed = 1.504" MAX TL CREEP DEFL = -0.252" @ 15'- 6.0" Allowed = 2.006" MAX LL DEFL = 0.017" @ 32'- 7.3" Allowed = 0.160" MAX TL CREEP DEFL = -0.018" @ 32'- 7.3" Allowed = 0.214" MAX HORIZ. LL DEFL = 0.051" @ 30'- 6.5" MAX HORIZ. TL DEFL = 0.086" @ 30'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 15-06 15-06 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 8-02-08 7-03-08 7-03-08 8-02-08 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T '( 1 T T load duration factor=l.6, 12 12 End vertical(s) are exposed to wind, 5.00 D IIM-9x9 ''' .15.00 Truss designed for wind loads in the plane of the truss only. 4.0" 4 .hl 1.0" M-3x4 M-3x4 3 -'414411111144144444444-14444444 t+t M 0 0 c 1 �.� .r' = 7 c 2 M-3x5 M-185x3 90.25" M-115x3 M-3x5 of 0 0 M-5x8(S) l 8-00-12 y 7-05-04 b 7-05-04 y 8-00-12 y \Co• t.aG INE-&- `/ 1-07-04 31-00 1-07-04 ,,,,./ /r;...- v '' _v9 89200PE r JOB NAME : WESTWOOD PL2781-B HOGGANS PARK - D3 /-� . Scale: 0.1981 mom_ _ WARNINGS: GENERAL NOTES, unless otherwise noted: di tr Truss: D3 1.Builder and erection contactor should beadvised ofall General Notes 1.This design isbased only upon the parameters o arnand is for anindividual 7L OREGON �lV and wemings before construction commences. building component Applicability of design parameters and proper 2.aw compression web mating must be installed where shown+. morewn of component isthe responsibility gree building designer. �O Y 14 2.0 Q�` Additional temporary mating to stability ooeecton bu2.Design assumes the OOP and bosom chords to be laterally braced at 3. is the responsibility of the erector.Additional permanent bracing d 7 on.end et 10'shea on.respectively lambda braced throughout their length by MFR R'L� DATE: 12/22/2015 the overall structure is the reeponsibahy name tubing designer. continuous edging orng such bs plywoodsheathing(TC)iced how,,c arywan(Bc). I'r 3.Dt Impact bridging or lateral bracing required where shown++ SEQ.: K16152 7 7 4.No load should be applied b any component ung after all bracing and 4.Installation of buss is the responsibility of the respective contactor. fasteners are complete and at no lime should any bads greater than 5.Design assumes busses are to be used in a noncorrosive environment, TRANS ID: LINK design loads beappliedtoany component. and are for•drycondias oof use. 5.CdnpuTrushoenit bol over andaseenasnorespoonsibiltylern» 6.Dewgnassumes NIIbearing atall euppotashown.Shimorwedge C EXPIRES: 17/31!2017 ...wry. [...on,edeihandlsebedg. ipmentandiIlnatpnefcomponents. 7.Design a sumesadequatedrainageispreaided. December 22,2015 8.This design is furnished subject m the limitations set forth by e.Hates shall be located on both faces of buss,and placed so their center TPIIWFCA in SCSI.nouns of which will be furnished upon request Imes coincide with Joint center Ines. 9.MiTek USA,Inc/Com Trus Software 7.6.7 1 L E 10.Digits indicate eine opf iate a inches. Pu � �' For basic mnnacter plate design values sae ESR-1311,ESR-1988(MRek) ` This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 30'- 9.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 70 2- 7=(-920) 2227 7- 3=( 0) 337 to BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2518) 511 7- 8=(-923) 2223 3- 8=(-853) 265 WEBS: 2x9 KDDF STAND 3- 4=(-1683) 403 8- 9=(-908) 2175 8- 4=(-137) 850 LOADING 4- 5=(-1682) 918 9- 6=(-905) 2179 8- 5=(-802) 253 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2478) 519 5- 9=( 0) 331 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF OVERHANGS: 19.3" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -230/ 1983V -109/ 120H 5.50" 2.37 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 30'- 9.0" -162/ 1291V 0/ OH 5.50" 2.07 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND. 2: Design checked for net(-5 g psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.017" @ -1'- 7.3" Allowed = 0.160" MAX TL CREEP DEFL = -0.018" @ -1'- 7.3" Allowed = 0.219" MAX LL DEFL = -0.118" @ 15'- 6.0" Allowed = 1.492" MAX TL CREEP DEFL = -0.291" @ 15'- 6.0" Allowed = 1.989" MAX HORIZ. LL DEFL = 0.050" @ 30'- 3.5" MAX HORIZ. TL DEFL = 0.083" @ 30'- 3.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 15-06 15-03 load duration factor=l.6, T .' End vertical(s) are exposed to wind, 8-02-08 7-03-08 7-03-08 7-11-08 Truss designed for wind loads T '1 ,. . f in the plane of the truss only. 12 12 5.00 D IIM-4x4 a 5.00 4.0" 4 W-7( 1.0" M-3x4 M-3x4 3 cmr- 0 0 & 9 is 0 1 2 7 8 1' g 6 O o M-3x5 M-1.5x3 0.25" M-1.5x3 M-3x5 , M-5x8(S) ED PROF b )• b 1 b l y 8-00-12 7-05-04 7-05-04 7-09-12 b �\�'�:,c`.13%NEF�`r/O 1-07-04 30-09 2 Q 89200PE 17_,. JOB NAME : WESTWOOD PL2781-B HOGGANS PARK - D3X , ; Scale: 0.2009 e W1.Builder GThisdL.eig is unless Moonrise ramenoted, OREGON NA, Truss• D 3 X Builder end erection econubuor should n advised den General Nobs 1.This design b n e t.only upon the parameters p shown and is for an individual • and Warnings before construction commences. building component.Appliwbillty of design parameters and proper 2.Dtb compression web bracing must b.installed where shown+. incorporation of component is the responsibility of the building designer. /O A/}' 14 2�'\ 4 a Additional temporary braang to insure stability during construction 2.Design assumes the top am bottom chorda to be laterally braced at 10 btis7o.c.and at70'o.c.reoot,a.elyunbarbraced throughouttiairbrpthby /li-RR `_ DATE: 12/22/2015 responsibility ofthe erector.Additional permanent bracing of coo s.a us t 10 o ng such as plywood sheathirp(TC)and/or drywall(BC). cV/ me overall structure is the respem;beity of the building designer. 3.2a Impact bridging or labral bracing required where show"++ SEQ. : El615 2 7 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the msponsiblity of the respective contractor. hstenen are complete and atm time should any loads greater than 5.Design assumes trusses are b 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.ConpuTnu has no control over and assumes no responsibility for as 8supports H S.Design assumes full bearing at all awn.Shim or wedge'd EXPIRES: 12/31/2017 r tummy. fabrication,handling,shipment and imbraeon of components. 7.Design assumes adequate drainage is provided. December 22,201 5 8.This design Is furnished subject to the Imitations set font by 8.Plates stall be located on both faces of bum,and placed so their center TPIMTCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. MITek USA,Inc.ICompuTrus Software 7.6.7(1L}E to For connector latpl.nign p design values me ESR-7377,ESR-1985(MiTsk) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 30'- 9.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-13682) 2916 1- 8=(-2699) 12986 8- 2=( -130) 702 11- 6=(-698) 289 a' BC: 2x9 KDDF #1&BTR; SPACED 24.0" O.C. 2- 3=(-13159) 2822 8- 9=(-2638) 12952 2- 9=( -416) 120 6-12=( 0) 328 2x8 KDDF #1&BTR B1 3- 4=( -7129) 1472 9-10=(-2436) 11690 9- 3=(-1156) 5168 WEBS: 2x4 KDDF STAND; LOADING 9- 5=( -4038) 834 10-11=(-1222) 6364 3-10=(-5939) 1370 2x9 KDDF STUD A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -9078) 826 11-12=( -732) 9270 10- 4=( -672) 3260 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -4786) 856 12- 7=( -730) 4279 9-11=(-3620) 834 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF 11- 5=( -524) 2736 BC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA @@ADDL: BC CONC LL+DL= 1301.0 LBS @ 9'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) rr 1: Heel to plate corner = 0.50" @@ADDL: BC CONC LL+DL= 9522.0 LBS @ 6'- 0.0" 0'- 0.0" -1296/ 6192V -108/ 108H 5.50" 9.83 KDDF ( 625) 30'- 9.0" -393/ 2269V 0/ OH 5.50" 3.62 KDDF ( 625) _,, ,--' ( 2 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ' Attach 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. nails staggered: XXo 9" oc in 1 row(s) throughout 2x9 top chords, BOTTOM CHORD CHECKED FOR DSPAC LIOE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. 9" oc in 2 row(s) throughout 2x8 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" oc in 1 row(s) throughout 2x9 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 9" oc in 1 row(s) throughout 2x9 webs. MAX LL DEFL = 0.197" @ 10'- 3.6" Allowed = 1.992" ** For hanger specs. - See approved plans MAX TL CREEP DEFL = -0.969" @ 10'- 3.6" Allowed = 1.989" MAX HORIZ. LL DEFL = -0.093" @ 30'- 3.5" MAX HORIZ. TL DEFL = 0.098" @ 30'- 3.5" @©HANGER BY OTHERS TO APPLY CONC. Design conforms to main windforce-resisting LOAD(S)EQUALLY TO ALL MEMBERS. system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 15-06 15-03 End vertical(s) are exposed to wind, T 1 . Truss designed for wind loads 4-01-12 2-00 4-05-05 4-10-15 7-04-06 7-10-10 in the plane of the truss only. T T T T T T T 12 12 5.00 M-4x6 4 5.00 4.0" 5 ,f-,f i M-3x6 3.0" 4 M-3x4 6 M-4x8 3 M-3x6 r + 2 6 + A co1 ,- I r fr 8 9 10 11 12 +*7 O I M-4x10 M-3x4 M-7x12 0.25" 0.25" M-1.5x3 M-3x5 0 M-10x10(5) M-5x8(5) 1 1301# �9szz# l y y y �E© PROF4• y -00 1-10-04 4-05-05 5-02-07 7-06-02 7-08-14 y �\��N.- 4 .89G2 G I N E�9 x/27 30-09 Q� 89200PE 9r JOB NAME : WESTWOOD PL2781-B HOGGANS PARK - D5 ��i Scale: 0.2020 WARNINGS: GENERAL NOTES, unless othevos.noted: OREGON �� 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the para"nbm shown and is for an individual Truss: D5 balding component Applicabtity of design parameters and proper aro w.rninge before conewoeon commences. . 2.2x4 compression web bracing must be installed where shown«. 2.Design assumes of component is the responsibility of the Misting designer. /O ')1 j/ r]O\ ��.. 3.Additional temporary brining to insure stability dump construction 2' 1M top end bottom chord.In be laterally braced at L N the responsibility trills erector.Additional permanent brining of 2'oc.and at IS o.o,respectively unless braced Mroughoutthek length by �`R R I L, continuous sheathing such as plywood ng(TC)and/or drywall(BC). DATE: 12/22/2015 the overall structure is the responsibility of the building designer. 3.24 limed badging or lateral bracing requiredorod where shown«« SEQ. : El615 2 7 9 4.No bad should be applied to any component until after all bracing and 4.Im4allation of truss is the responsibility of the respective contractor. festensre are complete and at no time should any bads greater than 5.Design assumes Innen 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.ConrpuTna has no contra over and.pumas no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge a EXPIRES: 12/31/2017 spry. fabrication,handling,shipment net installation of components. 7.Design assumes adequate drainage is provided. December 22,201 5 8.This deign is furnished subject to the limitations set font by B.Plates shall be located on both faces of truss,and placed so their center TPINVTCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,ID01CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values sea ESR-1311,ESR-1988(Wilk) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -517) 149 6- 7=( -65) 135 6- 1=(-1042) 231 8- 4=N833) 262 s BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-1066) 279 7- 8=(-109) 586 1- 7=( -302) 1075 4- 9=( 0) 327 WEBS: 2x4 KDDF STAND 3- 4=(-1070) 296 8- 9=(-304) 1639 7- 2=( -824) 356 LOADING 4- 5=(-1887) 399 9- 5=(-301) 1649 2- 8=( -5) 331 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 8- 3-( -39) 908 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -128/ 1016V -159/ 89H 5.50" 1.63 KDDF ( 625) 24'- 6.0" -133/ 1042V 0/ OH 5.50" 1.67 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.064" @ 16'- 7.2" Allowed = 1.179" MAX TL CREEP DEFL = -0.129" @ 16'- 8.3" Allowed = 1.572" MAX HORIZ. LL DEFL = 0.022" @ 24'- 0.5" MAX HORIZ. TL DEFL = 0.037" @ 24'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9-03 15-03 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), '( 1 ' load duration factor=1.6, 1-11-08 7-03-08 7-03-08 7-11-08 End vertical(s) are exposed to wind, x f f ,r Truss designed for wind loads 12 12 in the plane of the truss only. 5.00 D IIM-4x4 a 5.00 4.0" 3 /( 1,0" M-3x4 M-3x4 z M-3x4 1 tilt + 0 I I N 1111111111111111116e..-* .,-I ..t- r- 0 6* 7 8 9 **5 M-1.5x3 0.25" M-1.5x3 M-3x4 o M-3x4 M-5x8(S) y y y y y PROFc 1-08 7-07 7-05-04 7-09-12 i- 0,yy \� AINE /0 �c 2 24-06 f- 89200PE -91! JOB NAME : WESTWOOD PL2781-B HOGGANS PARK - D6 Scale: 0.2400 - / .. . . / fi WARNINGS: GENERAL NOTES, unless otherwise noted: Truss: D 6 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only won the parameters shown and is for en inaviduai A_OREGON and Warnings bebre construction commences. buildng component Applicability of design parameters and proper �� "i7 , OWN AZ/ 2.2r4 compression web bracing must be installed where shown t. incorporation of component is the responsibility of Me building designer. � ry ��rL 3.Additional temporary bracing to Insure stability during construction 2.Design assumes SIe by and bosom chords b he throughouty braced at 14 L 1 e the responsibility of the erector.Additions)permanent bracing of T co and at Id o.e.respectively ei ely unless braced their length by DATE: 12/22/2015 the overall structure is the responsibility of the twitting designer. 2s Impact brishedging such l premed needsheatwhere e s ownandl+r drywall(BC). FR R I�� 3.In tmpactbo true or lateralbracingityof the whpe shown++ SEQ.: K1615 2 8 0 4.No bad should be applied to any component ural alter all bhang all 4.Installation of truss is the rsaponsibrlky of the respective contractor. %rimers are complete and et no time should any bads greater than 5.Design assumes Susses are to be used in a non-corrosive environment TRANS ID: LINK design loads be applied to any component and are kr.dry condition.otuse. 6.CompuTnn has no control over and assumes no responsibility for the 6.Design assumes 166 bearing et all supporta shown.Shim or wedge if EXPIRES: 12/3112017 nsdssry. fabrication,handling,shipment and installation of components. 7.Design siibebnameadedonbste drainage I'"ono,e December 22,2015 6.This design is furnished subject b the limitations set brit,by a Plates shell be located on both faces of truss,and paced so their carter TPIM?CA in SCSI,copies of which will be furnished upon request lbs coineide with joint center tines. 9.Findicate size MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10. og basic connector p plate deelan values inches. ins see ESR-1311,ESR-1988(MUek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 29'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -942) 300 9-11=( -56) 116 9- 1=(-977) 321 6-13=( -29) 397 t< BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( -934) 365 10-12=) -14) 65 1-11=(-277) 958 13- 7=(-651) 199 WEBS: 2x9 KDDF STAND 3- 4=( 0) 0 12-13=(-197) 1073 2-11=(-239) 155 7-14=( 0) 290 LOADING 3- 6=( -906) 369 13-14=(-372) 1677 10-11=( 0) 55 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 14- 8=(-370) 1681 11-12=(-149) 853 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1267) 400 11- 3=(-167) 22 TOTAL LOAD = 42.0 PSF 7- 8=(-1925) 466 12- 3=( -9) 249 12- 6=(-292) 88 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -166/ 1016V -136/ 71H 5.50" 1.63 KDDF ( 625) 24'- 6.0" -161/ 1042V 0/ OH 5.50" 1.67 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.059" @ 17'- 6.3" Allowed = 1.179" MAX TL CREEP DEFL = -0.121" @ 17'- 7.4" Allowed = 1.572" MAX HORIZ. LL DEFL = 0.021" @ 24'- 0.5" MAX HORIZ. TL DEFL = 0.035" @ 24`- 0.5" 8-05-11 1-06-10 14-05-11 T T T T Design conforms to main windforce-resisting 3-09-08 3-03-13 1-04-0b-06-30-00-14 6-04-07 7-00-06 system and components and cladding criteria. T T T T T T T T Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7-09 13-09 fload duration factor=l.6, End vertical(s) are exposed to wind, 12 12 Truss designed for wind loads 5.00 M-4x101 5 - M-6X6 Q 5.00 in the plane of the truss only. 3 411040,6 M-1.5x3 2 M-3x4 M-3x4 f r r 0 t 0 1 N /- 40 r0 9* 0 11{'.---- m I M-1.5x3 I 10 12 13 14 **8 0 M-1.5x3 M-3x8 0.25" M-1.5x3 M-3x4 0l M-5x8 M-5x6(S) 3-09-08 3-05-09 4-01-10 6-02-11 6-10-10 J• 3-07-12 y 20-10-04 l 4`��NGPEFh�s`r40 y 24-06 �� �' '7 `"1... z 89200PE 9t-- JOB NAME : WESTWOOD PL2781-B HOGGANS PARK - D7 , . Scale: 0.2275 �' WARNINGS: GENERAL NOTES, unless otherwise noted: "9 OREGON AUC` Truss: D 7 1.Builder and erection contractor should be advised of al General Notes 1.The design is based only upon the parameters shown and is for an individual w and Warnings before eonsbuction commences. building component Appiiabllty of design parameters and proper it 2.2z4 compression web bracing must be installed where shown+. incorporation of component is 1M responsibility of Me building designer. LSO q ��� 4� 2.Design assumes the tap and bottom chortle b be laterally bread at 14 �P 3.Atlhe res temporary bracing to insure stability during nt rWction 7 o.e.and at 15 o.c.respectively unless braced throughout their length by F is the responsibility of Su erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �`R R I�\_ DATE: 12/22/2015 the°wad*Mare is the reaponsibility of the building designer. 3.2e Impact bridging or lateral bracing rewired where shown c c SEQ. : Ki 6 15 2 8 1 4.No lad should be applied b any component until after all bracing and 4.Installation of tures i the responsibility of the respective contractor fasteners are complete and at no One should any loads greater than 5.Design assumes busses are to be used in a non.sonosive environment, TRANS I D: LINK design loads be applied to any component and ere for dry condition'of use. 5.CompuTnre has no control over and assumes no responsibility for the 6.Design assumes toll bearing et all supports shown.Shin or wedge H EXPIRES: 12/31/20 1 7 fabrication,handing,shipment and installation a on ofcompenie. 7,p Design a�„ys adequate dreinaga is provided. December 22,2015 8.This design is furnished subject to the Fmitetions set forth by 8.Plates shall be located on both faces of tnren,and placed so their center TPINVTCA in SCSI,copies of which wit be furnished upon request. lines coincide with joint center lines. 9.Digits mdlate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basis connector plate design values see ESR-1311,ESR-1988(Moak) Al This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 31'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 70 2-12=(-436) 2308 12- 3=( 0) 234 a BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2601) 570 12-13=(-439) 2304 3-13=(-491) 178 WEBS: 2x4 KDDF STAND 3- 4=(-2081) 510 13-14=(-372) 1983 13- 4=( -78) 531 LOADING 4- 5=( 0) 0 14-15=(-481) 2304 13- 6=(-217) 128 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1855) 506 15-10=(-478) 2308 6-14=(-217) 128 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1855) 506 8-14=( -79) 531 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 14- 9=(-491) 177 8- 9=(-2081) 510 9-15=( 0) 234 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2601) 570 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 70 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 19.3" 19.3" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -223/ 1485V -95/ 95H 5.50" 2.38 KDDF ( 625) 31'- 0.0" -223/ 1485V 0/ OH 5.50" 2.38 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 = 0.017" @ -1'- 7.3" Allowed = 0.160" MAX TL CREEP DEFL = -0.018" @ -1'- 7.3" Allowed = 0.214" MAX LL DEFL = -0.129" @ 15'- 6.0" Allowed = 1.504" MAX TL CREEP DEFL = -0.260" @ 15'- 6.0" Allowed = 2.006" MAX LL DEFL = 0.017" @ 32'- 7.3" Allowed = 0.160" MAX TL CREEP DEFL = -0.018" @ 32'- 7.3" Allowed = 0.214" MAX HORIZ. LL DEFL = 0.051" @ 30'- 6.5" MAX HORIZ. TL DEFL = 0.085" @ 30'- 6.5" 12-01-13 6-08-06 12-01-13 Design conforms to main windforce-resisting '1--_ system and components and cladding criteria. 6-06-06 5-04-10 3-07 3-07 5-04-10 6-06-06 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f-- I 4 1 1 T 1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=1.6, 5.00 M-4x6 M-4x6 4 5.00 Truss designed for wind loads 45 M-3x4 7 in the plane of the truss only. 6 Pi PP M-3x4 M-3x4 3 Iiii N1 co o 0 0 1 - 12 13 19 15 'II 1 0 to M-3x5 M-1.5x3 M-3x8 M-3x5(S) M-3x8 M-1.5x3 M-3x5 of 1 b ), l .6 .6 6-04-10 5-04-10 7-05-08 5-04-10 6-04-10 Ep PROF y l 14 0o y 17-00 y y c�„.c? ,�NGINEF�`eio2 1-07-04 31-00 1-07-04 Q� :9200P '9l JOB NAME : WESTWOOD PL2781-B HOGGANS PARK - DH1 Scale: 0.1981 �'��1.7 /� WARNINGS: GENERAL NOTES, unless otherwise noted, 1110 1.Builder and erection contractor should be advised sf all Generala Notes 1.This design based only upon the parameters shown and is for an individual �L OREGON �lvc Truss: DH 1 and Warnings before convection commences. building component.Applicability of design parameters and proper '4.72.204 compression web bracing must be installed where shover+. 2.Design assumes the top and bottom chordate be laterally braced et incorporation orcoe,ponent to the responsibility the butting designer. .44'. 14 2�� �y+ 3.Additional temporary bracing to insure stability during constructionlathe responsibility of the erector.Additional permanent bracing of 2 0.0.end at 15 c.c.respectNely unless braced throoghoutmeir length by MFR R I OL DATE: 12/22/2015 the overall structure isthe responsibility ofthe buildingdesigner. 3.2x continuous sheathing lam la: ng ulywood�be�dwhere show,,+dryw.n(Bc). SEQ.: El615 2 8 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 contraob, fasteners are complete and at no time should any loads greeter than 5.Design assumes mosses are to be used in a non-corrosive environment TRANS I D: LINK design leads be applied to any component and are for'dry condition'of use. 5.CompuTnro has no control over and assumes no responsibility for the 6.Design assumesfull bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 neeesrry. fabncebon,handing,shipment and installation of components. T.Design assumes adequatedrainageisprovided. December 22,2015 8.This design is furnished subject to the lmitetions set forth by B.Platy slag be located on both faces of truss,and placed so then,center TPIM?CA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indmte see of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.7SP2(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(Wed) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 28'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 70 2- 7=(-415) 1979 3- 7=(-439) 271 a BC: 2x4 KDDF #1SBTR SPACED 24.0" O.C. 2- 3=(-2242) 502 7- 8=(-178) 1300 7- 4=(-123) 694 WEBS: 2x4 KDDF STAND 3- 4=(-1962) 462 8- 6=(-408) 1983 4- 8=(-121) 702 LOADING 4- 5=(-1964) 473 8- 5=(-443) 269 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2244) 512 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 19.3" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -214/ 1368V -94/ 106H 5.50" 2.19 KDDF ( 625) ** For hanger Specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 28'- 0.0" -145/ 1176V 0/ OH 5.50" 1.88 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 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/240, TL=L/180 MAX LL DEFL = 0.017" 0 -1'- 7.3" Allowed = 0.160" MAX TL CREEP DEFL = -0.018" 9 -1'- 7.3" Allowed = 0.214" MAX LL DEFL = -0.098" 8 18'- 5.5" Allowed = 1.354" MAX TL CREEP DEFL = -0.197" 8 18'- 5.5" Allowed = 1.806" 1 MAX HORIZ. LL DEFL = 0.037" 9 27'- 6.5" 'I MAX HORIZ. TL DEFL = 0.060" 9 27'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 14-00 19-00 Wind: 140 mph, h=22.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f 1 T load duration factor=l.6, 7-03-12 6-08-04 6-08-04 7-03-12 Truss designed for wind loads 4' T 4' 4' 4' in the plane of the truss only. 12 12 5.00 p M-9x6 '' 5.00 4.0" 4 .y--,r °M-1.5x3 M-15x3 3 5 / rn oi a _ " I + l ° , 1 1, 0 1 2 7 8 **6 0 1M-3x5 M-3x4 M18HS-3x18(S) M-3x4 M-3x5 l 0 0 9-06-08 8-11-01 9-06-08 G r y 14-00 y 14-00 y GJ. EFLs% 1-07-04 28-00 ,�/ 89200PE 9<' •"r JOB NAME : WESTWOOD PL2781-B HOGGANS PARK - E3X Scale: 0.2130 '441111111P tic/ amia� WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Cr Truss: E3X 1.Builder and erection contractor should be advised of ail General Notes 1.This design is based only upon the peremeers shown and a for an individual y A_OREGON s� 4/ and Warnings before ca stmdion commences. building component.Appltabiity of design peremetere and proper L. ", N A, 2.2z4 compression web bracing must be instated where shown+, incorporation of component a the responsibility of the buildup designer. �O Y yZQ� �4 3.Additional temporary bracing a Insure stability during construction 2.Design assumes the top and bottom chords a be laterally bread at 4 e the responsibility of the ereebr.Additional permanent bracing of 7 o.c.and at 10'o.e.respectively unless braced throughout their erplh by /11 -R - continuous sheathing such as plywood sheathing(TC)and/or drywali(BC). � RIO_ DATE: 12/22/2015 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or labral bracing required where shown++ fl tr SEQ. : Ki615 2 8 3 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. teeteners are compete and at no time should any loads greeter then 6.Design assumes busses ere to be used in a non-corrosive environment, design loads be applied to any component and are br'dry condition'of use. TRANS ID: LINK 5.CosrpuTros he,no ounfrol suer end eseusreo no neeporrrebdty for the 8.Design assumes full bearing at all supporta shown.Shim or wedge if EXPIRES: 12/31/2017 fabrication,handling.slpment and installation of components. 7.Design esuma adequate dreinege a provided. December 22,2015 8.This design is furnished subject to the imitations at forth by S.Plates shall be located on both faces of truss,and placed so their anter TPImTCA in BCSI,copes of Melt will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,InciCompuTrus Software 7.6.7SP2(1l)-E W.For basis connector plate design values see ESR-1311,ESR-1868(Welt) This design prepared from computer input by a Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 31'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 70 2-12=(-607) 2308 12- 3=( 0) 234 a BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2601) 772 12-13=(-609) 2304 3-13=(-491) 150 WEBS: 2x9 KDDF STAND 3- 4=(-2081) 729 13-14=(-628) 1983 13- 4=(-124) 531 LOADING 4- 5=( 0) 0 14-15=(-665) 2304 13- 6=(-222) 196 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1855) 700 15-10=(-662) 2308 6-14=(-222) 196 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1855) 700 8-14=(-124) 531 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 14- 9=(-491) 150 8- 9=(-2081) 729 9-15=( 0) 234 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2601) 772 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 70 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 19.3" 19.3" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -301/ 1485V -95/ 95H 5.50" 2.38 KDDF ( 625) 31'- 0.0" -301/ 1485V 0/ OH 5.50" 2.38 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 = 0.017" @ -1'- 7.3" Allowed = 0.160" MAX TL CREEP DEFL = -0.018" @ -1'- 7.3" Allowed = 0.214" MAX LL DEFL = -0.129" @ 15'- 6.0" Allowed = 1.504" MAX TL CREEP DEFL = -0.260" @ 15'- 6.0" Allowed = 2.006" MAX LL DEFL = 0.017" @ 32'- 7.3" Allowed = 0.160" MAX TL CREEP DEFL = -0.018" @ 32'- 7.3" Allowed = 0.214" MAX HORIZ. LL DEFL = 0.051" @ 30'- 6.5" MAX HORIZ. TL DEFL = 0.085" @ 30'- 6.5" 0-1D-U -06 14-06-10 1-10-12 14-06-10 Design conforms to main windforce-resisting f f f f system and components and cladding criteria. 6-06-06 5-04-10 2-07-10 2-07-10 5-04-10 6-06-06 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1' 1' 1' T T '' '1 T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 5 7 12 load duration factor=l.6, 5.00 D M-4x6 M-9X6 4 5.00 End vertical(s) are exposed to wind, ,y 6 in the plane of the truss only. M-3x4 M-3x9 3 oo sirs rnB awn L1J � B 1. 1 12 13 14 15 art 1 0 , 1M-3x5 M-1.5x3 M-3x8 M-3x5(S) M-3x8 M-1.5x3 M-3x5 01 6-04-10 5-04-10 7-05-08 5-04-10 6-04-10 r 0 PR y 14-00 y 17-00 y \..��NGI E -. u/O 1-07-04 31-00 1-07-04 Q/ T 2� ti_.• 89200PE JOB NAME : WESTWOOD PL2781-B HOGGANS PARK - DH2 .1.-! Scale: 0.1981 '41111 �� WARNINGS: GENERAL NOTES, unless onereieenoted: OREGON L(/ Truss: DH 2 1.Builder and erection contractor should be advised of al Gensler! le ar Gensler!Nobs 1.This design based only upon Me parameters row"and is for an individual -Pi end Warnings teeters construction conuction commences building component.Applicability of design parameters and proper G "Lj !�N `•` 2.2z4 compression web bracing must be installed where shown a. incorporation of component is d»responsibility of the building designer. /O " }/ 1 4 n O�Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at 3.Additional 4 is the responsibility of the erector.Additions!permanent tracing of 2 0.o and at 1 O o.c.respectively unless braced throughout Meir length by [/�� 1 DATE: 12/22/2015 Me overall ab,c ars is the responability of the building designer. Invent sheathing bridging ateruch as plywood aired where s and/or drywall(BC). R R I s+� 3.Zr2z Impact badging or lateral bracing requires where shown++ SEQ. : Ki615 2 8 4 4.No load should be applied b any component until after all bracing and 4.Installation of trues is the reaponsibtity of the respective contactor. (asterism are complete and at no time should any loads greater than 5.Design assumes busses 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.oedgnassumes full bearing etchsnoods shown.Shim orwedge if EXPIRES: 12/3112017 5.Convents has no control over and assumes no responsibility fort e fabrication,handling,shipment and instatistion of components. cos ory 6.This design is furnished subject to he(imitations set forth by 7..Plebs stall be lossumes cated onebootifa�ioftuss,,and placed so their center December 22,2015 TPIMTCA in SCSI,copies of which will be furnished upon request fires coincide with joint center Ines. 9.Digits indicate size of plate it inches. MiTek USA,Ino./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 28'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #19BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 70 2- 8=(-355) 1978 3- 8=(-439) 271 e BC: 2x9 KDDF #19BTR SPACED 24.0" O.C. 2- 3=(-2240) 483 8- 9=(-160) 1299 8- 4=(-124) 694 WEBS: 2x9 KDDF STAND 3- 4=(-1961) 442 9- 6=(-395) 1978 4- 9=(-124) 694 LOADING 4- 5=(-1961) 442 9- 5=(-439) 271 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2240) 483 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 70 TOTAL LOAD = 92.0 PSF OVERHANGS: 19.3" 19.3" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -211/ 1359V -105/ 105H 5.50" 2.17 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 28'- 0.0" -211/ 1359V 0/ OH 5.50" 2.17 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 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 = 0.017" @ -1'- 7.3" Allowed = 0.160" MAX TL CREEP DEFL = -0.018" @ -1'- 7.3" Allowed = 0.214" MAX LL DEFL = -0.097" @ 18'- 5.5" Allowed = 1.354" MAX TL CREEP DEFL = -0.197" @ 18'- 5.5" Allowed = 1.806" MAX LL DEFL = 0.017" @ 29'- 7.3" Allowed - 0.160" MAX TL CREEP DEFL - -0.018" @ 29'- 7.3" Allowed = 0.214" MAX HORIZ. LL DEFL = 0.037" @ 27'- 6.5" MAX HORIZ. TL DEFL = 0.060" @ 27'- 6.5" 14-00 14-00 Design conforms to main windforce-resisting f ' f system and components and cladding criteria. 7-03-12 6-08-04 6-08-04 7-03-12 Wind: 140 mph, h=22.1ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=1.6, 5.00 17 M-4x6 ''c25.00 Truss designed for wind loads 4.0" in the plane of the truss only. 4 .e-,( \O" M-1.5x3 M-1.5x3 T- Ml8HS) (T3XSb7 r0 /M -4411111111111111111111111111111111k AIIIIIIIIIIIIIIIhllk•._.' 1 2 8 0l )' y b l 9-06-08 8-11-01 9-06-08 b 14-00 L 14-00 l ��'E�G?NGINE. cS'/O y b 1 y 'Q 2 1-07-04 28-00 1-07-04 <C,r �' 89200PE 9r JOB NAME : WESTWOOD PL2781-B HOGGANS PARK - E4 /!� Scale: 0.2103 (' WARNINGS: GENERAL,sd.s design unless.otherwise noted: 7 OREGON 1.wilder and erection contactor should be advised orae General Notes 1.This design is based only upon the parameters shown end is for an individual Truss: E 4 and VWtango before construction commences. buuding component Applicability of design paremebre end proper L 4, N �N A, incorporation of component is 2.2x4 compression web bracing must he instilled where shown.. xbe reepo re aI ty or he Meting designer. 4'62��P� 3.Additional temporary baring to Inure stability during coneWction 2.Design resumes the tap end bottom chords to be laterally braced at b the responsibility of the erector.Additional permanent bracing of 2'continuous and at 10'hins respectively a vply woos.braced(rC)and/or at(B).bMFR R 1 r DATE: 12/22/2015 the overee soucture is the responsibility of the building designer. 3.24 pact sheathing l bbrc'noreq sheen a adwan(ec). SEQ.: Ki615 2 8 5 4.No bed should be applied to any component until after all bracing and 4.Installation oftruss is the responsibility of the respective contractor. fasteners are complete and at no time stood any bads greater than 5.Design assumes tresses are to be used in a non-conusive environment TRANS ID• LINK design loads beapplied to any component. and are for'dry condition•ofuse. 5.ConpuTrus hes no control over and assumes no responsibility forth. 6.Design seesnee full bearing at all supports shown.shim or wedge if EXPIRES: 12/31/2017 fabrication,handling.shipment and inabtiatien of components. 7.Designassumes adequate drainage i.provided. December 22,2015 8.This design is furnished subject to the limitations sat forth by S.Plates shag be Malted on both fares ofb,es,and placed so their center TPI/WTCA in SCSI.copies of which will be furnished upon request tines coincide with joint center lines. 9.Digits mdcate sae of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7SP2(1L)-E IO.For basic connector plate design values sea ESR-7377,ESR-7988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 31'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 A 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: 190 mph, h=21.2ft, 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=l.6, NOTE: 2x4 BRACING AT 29"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 UON. 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. 9-09 11-06 9-09 T ' ' T 12 M-4x6 M-9x6 12 5.00 I:7' 4 5 4 5.00 did lib 0 M r"1 O yrr 1 5 O I O M-3x5(S) o M-3x9 M-3x9 l 12-00 y 19-00 .\(C.411-40-34.‘'c,E / 1-07-04 31-00 �t.1. 1-07 14 �I. 89200PE �� JOB NAME : WESTWOOD PL2781—B HOGGANS PARK — DHGE �! Scale: 0.2606 �•ii : 1 et WARNINGS: GENERAL NOTES, unless°e:emies noted: • �/ 1.Builder end erection contractor should be advised of eh General Notes 1.This design is based only upon the parameters shown end is for en individual 7I OREGON w 4/ Truss: DHGE and Warnings before construction commence. budding component Applic•biity of design peremetere and props (� V+ 2.Zea compression web bracing mut be installed where shown+. Incorporation of component tithe responsibility of the building designs. 'O 4)- 14 20 b P41.- 3.Additionel temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et L is the redponsiNldy of the erecbr.Additional permanent bracing of T continuous end et ea laic.such as ply unless braced Throughout eek St B by SFR RIO' DATE: 12/22/2015 the osereh structure is the responsibility of the building designer. 3.ter llrrnact bndOng orlateralI l bracing required where shown• d• rywan(Bc). SEQ.: Ki615 2 8 6 4.No load should be applied to any component until after all bredng and 4.Installation of truss is the responsibility of the respective contractor. fasteners are compote and at no Ito.should any beds greater than 5.Design assumes tmeses are B be used in a non-convene environment, TRANS ID• LINK design loads be applied to any component and are for condition.ofus 5.CsmpuTrus has no control over and assumes no responsibility for the wore,full bearinge. 6.Design.sSt•°supports shown.Shim or wedge g EXPIRES: 12/31/2017 abdcabon,handing,shipment and installation of components. 7.Design as mea adequate drainage is provided. December 22,2015 5.This design is amished subject to the limitations set forth by 5.Plates shall be located on both aced of trues,and placed so their center TPINJTCA In BCSI,copies of whish will be amlehed upon request Tines coincide with joint center Ines. 9.Digits indca size of Idea in inches. Weir USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plata design values see ESR-1311,ESR-1950(MRek) AlThis design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -60) 81 8- 9=(-175) 721 1- 8=( -97) 69 5-11=( -691) 234 BC: 2x4 KDDF #1SBTR SPACED 24.0" O.C. 2- 3=(-1025) 303 9-10=(-421) 1818 8- 2=(-1130) 313 11- 6=( -344) 1788 e WEBS: 2x4 KDDF STAND 3- 4=(-1057) 305 10-11=(-907) 3769 2- 9=( 0) 266 6-12=(-2145) 573 LOADING 4- 5=(-2037) 494 11-12=(-526) 1943 9- 3=( -113) 505 12- 7=( -85) 46 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3574) 819 9- 4=(-1072) 328 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -16) 18 4-10=( -23) 466 TOTAL LOAD = 42.0 PSF 10- 5=(-1967) 492 ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -128/ 1029V -148/ 104H 5.50" 1.65 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 24'- 6.0" -126/ 1029V 0/ OH 5.50" 1.65 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.178" @ 19'- 6.0" Allowed = 1.179" MAX TL CREEP DEFL = -0.365" @ 19'- 6.0" Allowed = 1.572" MAX HORIZ. LL DEFL = 0.036" @ 24'- 2.5" MAX HORIZ. TL DEFL = 0.061" @ 24'- 2.5" Design conforms to main windforce-resisting system and components and cladding criteria. -09 11-09 5-00 Wind: 140 mph, h=22.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f ,r f load duration factor=l.6, 3-11-06 3-09-10 5-09-10 5-11-06 2-06 2-06 End vertical(s) are exposed to wind, f f T f f f f Truss designed for wind loads 12 12 in the plane of the truss only. 5.00 p IIM-4x4 45.00 4.0" 3 n`= j M-3x5 1.0" 2 y M-3x4 M-1.5x3 / 1 r- o M-5x6 M-3x10 M-1.5x3 '� + s 6 7 I ere_ o ro 6C I 8 5* M-3x4 0.25" 9 M13x4 M-3x8 M-3x8 0 11 **lz M-5x8(5) J. 7-09 y 6-01-02 y 5-11-06 y 4-08-08 y ���ED PROFF�'�, y y Ns� lNGINE&s /O 24-06 ��? C' 19 ?i Q 89200PE -17....... r JOB NAME : WESTWOOD PL2781-B HOGGANS PARK - E5 Scale: 0.2417 �... ' 1157: . WARNINGS: GENERAL NOTES, unless°t herwls.noted: • 1.Budder and erection contractor should be adused dell General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: E5y OREGON a and Warnings before construction corrhmerwsa. building component Applicability of design parameters and proper G yc /` 2.Drd compression web bracing moat be installed where shown+, incorporation of component is the responsibility of the bulking designer. <j* .1)" q� A 20 4 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be lateral braced at V 'Y L �(� 7 o.c.aM at e.o.c.respectively sodunlessN braced throughout their et(B by /�� � '�� `_ lathe responsibility of the erecter.Additional pemrenem bracing of continuous sheathing such as plywood ahsething(TC)andfor drywall(BC). /14 DATE: 12/22/2015 the overall structure is the responsibility of the building designer. 3.2,Impact bridging or lateral bracing required where shown++ SEQ. : Ki615 2 8 7 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. %stoners are oomph,*and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component and are Por'dry condbon•of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge t EXPIRES: 12/31/2017 fabrication,handling,shipment and installation.Inrof components. 7.Design assumes adequate drainage is provided. December 22,2015 8.This design is furnished subject m the limitation.set Porth by 8.Plates shell be located on both boss of hoes,and placed so their center TPIM?CA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indcate size of plate n inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-7317,ESR-1988(MiTek) This design prepared from computer input by ; Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -954) 272 8-10=( -96) 121 8- 1=(-986) 287 4-12=( -97) 509 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=) -968) 350 9-11=( -19) 70 1-10=(-242) 972 12- 5=(-1193) 276 WEBS: 2x4 KDDF STAND; 3- 4=(-1052) 322 11-12=(-414) 1622 2-10=(-289) 180 5-13=( -500) 193 2x6 KDDF #2 A LOADING 4- 5=(-1837) 461 12-13=(-674) 2720 9-10=( 0) 58 13- 6=) -209) 1219 LL) 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=)-2641) 605 13-14=)-463) 1588 10-11=(-176) 838 6-14=)-1809) 505 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=) -31) 36 10- 3=(-149) 9 14- 7=( -102) 57 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 11- 3=(-106) 597 11- 9=(-929) 282 LL = 25 PSF Ground Snow (Pg) ** For hanger specs. - See approved plans BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -138/ 1025V -135/ 118H 5.50" 1.69 KDDF ( 625) 29'- 6.0" -144/ 1023V 0/ OH 5.50" 0.69 KDDF (1985) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.107" @ 17'- 6.0" Allowed = 1.179" MAX TL CREEP DEFL = -0.219" @ 17'- 6.0" Allowed = 1.572" MAX HORIZ. LL DEFL = 0.025" @ 24'- 3.2" MAX HORIZ. TL DEFL = 0.041" @ 24'- 3.2" 7-09 9-09 7-00 Design conforms to main windforce-resisting '1 T T f system and components and cladding criteria. 3-09-08 3-09-12 4-10-08 5-00-04 3-05 3-07 1 f f f T T T Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=l.6, 5.00 p M-5x6 ." :15.0o End vertical(s) are exposed to wind, 6.0" Truss designed for wind loads 3 -f--.( in the plane of the truss only. M-1.5x3 z M-3x4 M-3x4 ;,, /- 1N444444444440..`` M-5x6 M-3x6 M-1.5x3 t` 5 6 7 o -/ r O O 1 1 N A ,--1 1► J- o e o lor"-- m :; ratty 4 N 54-1.5x3 0l 9 11 T 12 13 + M-1.5x3 M-3x8 0.25" M-3x5 M-3x6 M-5x8 M-5x6(S) l 3' y l l b 3-09-08 3-11-08 5-00-04 5-00-04 6-08-08 y y y ��NP FS3-07-12 20-10-04 \ y !�24-06 � �\� v89G200�PE7 j/O JOB NAME : WESTWOOD PL2781-B HOGGANS PARK - E6 �� Scale: 0.2357 -- • WARNINGS: GENERAL NOTES, unless otharwiae rated: Q Truss: E 6 W 1.Builder and erection contractor should be advised of all General Nobs 1.This design is based only upon the parameters shown and is for an individual p' OREGON y �!v and Warnings before construction commences. building component Applicability of design parameters and proper � ` 2.2r4 compression web bracing mast be installed when shown+. incorporation of component is the responsibility of Ne building designer. <O '} 1}' 14 r)O'\ �,.� Additional temporary bracing inure stability during 2 Design assumes the top and bottom chordate be laterally braced at 3. L is the responsibility of the erecter.Additional permanent bracing of 7 o.c.and at 10'o.c.respectively unless braced throughout they length by continuoussheathinglateraArwood nnarywan(Bc). A / pR O,DATE: 12/22/2015 the overall sbdureisrye responsibility ofthe buildi^e designer. 3 2x Impact bridging or lateral biasing angrequired whereshown++ SEQ.: K16152 8 8 4.No bad should be applied to any Component until after all bracing and 4.Installation of truss is Me responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes busses are to be used in a noncorrosive environment TRANS I D: LINK design loads be applied toand are for'dry condition'of use.any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 Md 5.CompuTrus has no CO over and assumes no responsibility for the caesery fabrication,handling,shipment and installation of components. 7 Design assumes adequate drainage is provided. December 22,2015 6.This design is furnished subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center TPIIWICA in SCSI,copies of which will be furnished upon repast lines coincide wiry joint center lines. 9.MiTek USA,Inc./CompuTrus Software 7.8.7(1L)-E 10.For Digits sis conneincficate eccbe rplro din esign pie design values see ESR-1311,ESR-1968(MTak) This design prepared from computer input by e Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 28'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-13324) 2746 1- 8=(-2486) 12158 8- 2=( -90) 816 11- 6=(-654) 266 BC: 2x4 KDDF #1&BTR; SPACED 24.0" O.C. 2- 3=(-12686) 2682 8- 9=(-2482) 12118 2- 9=( -554) 92 6-12=( 0) 296 2x8 KDDF #1&BTR B1 3- 9=( -7410) 1528 9-10=(-2302) 11198 9- 3=(-1144) 5190 WEBS: 2x4 KDDF STAND; LOADING 4- 5=( -4186) 862 10-11=(-1270) 6606 3-10=(-5500) 1238 2x4 KDDF STUD A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -4224) 859 11-12=) -762) 4384 10- 4=( -734) 3549 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -4886) 882 12- 7=( -760) 4388 4-11=(-3816) 862 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 11- 5=( -558) 2888 BC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ADDL: BC CONC LL+DL= 132.0 LBS @ 2'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) JT 1: Heel to plate corner = 0.50" @@ADDL: BC CONC LL+DL= 1301.0 LBS @ 4'- 0.0" 0'- 0.0" -1183/ 6052V -95/ 95H 5.50" 9.68 KDDF ( 625) @@ADDL: BC CONC LL+DL= 4522.0 LBS @ 6'- 0.0" 28'- 0.0" -394/ 2255V 0/ OH 5.50" 3.61 KDDF ( 625) _,,- ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL nails staggered: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. \rel 9" oc in 1 row(s) throughout 2x4 top chords, /X\/X\ 9" oc in 2 row(s) throughout 2x8 bottom chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. 9" oc in 1 row(s) throughout 2x4 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 9" oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL = 0.136" @ 9'- 4.7" Allowed = 1.354" MAX TL CREEP DEFL = -0.434" @ 9'- 4.7" Allowed = 1.806" MAX HORIZ. LL DEFL = -0.039" @ 27'- 6.5" MAX HORIZ. TL DEFL = 0.090" @ 27'- 6.5" (g)©HANGER BY OTHERS TO APPLY CONC. LOAD(S)EQUALLY TO ALL MEMBERS. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=22.lft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights),factor=l. 61Cat.2, Exp.B, MWFRS(Dir), 14-00 14-00 load duration f '' 1 End vertical(s) are exposed to wind, 4-01-12 2-00 3-06-08 4-03-12 6-07-06 7-04-10 Truss designed for wind loads T .' 1' 4' Sf 4' 4' in the plane of the truss only. 12 12 5.00 M-4x6 ' -.)5.00 4.0" 5 ,( 1 M-3x8 3.0" 4 Oe M-3x4 M-4x8 6 3 1 M-3x6 00 .._+- 2 2 e." A r11 _ I M o I .-. _ WERE $ .' -,I' 0 8 9 10 11 12 - o I M-4x10 M-3x4 M-7x12 0.25" M-3x10 M-1.5x3 M-3x5 0 M-10x10(S) y +132# *1301# *4522# y , y y E� PROF 4-00 71-10 04 3-06-08 4-07-04 6-09-02 7-02-14 y ���NGINE -n�S's/0�1- 28-00 ✓yam R '�y 89200PE• r JOB NAME : WESTWOOD PL2781-B HOGGANS PARK - EGIRD Scale: 0.2298 „0.1'� '" WARNINGS: GENERAL NOTES, anyss otherwise noted: • 7 O ON ��� 1.Builder and erection contractor should be advised of all Ganem Notes 1.This design ie based only upon the panniers shown and is for an individual w Truss: EGIRD of Warnings before construction commanws. building component.Applicability of design parameters and proper I� 2.2z4 compression web bracing must be installed where shown♦, incorporation of component is de responsibility of the buAding designer. /O )' 14 2°�d��` 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced atgth V is the responsibility of the erector.Additional permanent bracing of conY ntieuous end at 1 O sh0.eathing respectively as ply woken braced(TC)a out their all)B by AAE.R R 1 DATE: 12/22/2015 the overall structure is the responsibility of the building designer. 3.2s Impact bridging orlaterallateral bracing required wherre shown r d ywell(Bc). I, SEQ.: K16152 8 9 4.No bed should be applied to any component ung after all bracing and 4.Installation of truss is the reeponeibfity of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment TRANS I D• LINK design loads be applied to any component. and are for"dry condition"ofuse. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.shim or wedge d EXPIRES: 12/31/2017 mammy. fabdoatlon,handling,shipment and instillation of components. 7. s"shall be buss, December 22,2015 6.This design is furnished subject to the limitations est forth by 8.Plates shell be lonbtl on both facies of truss,and placed ss their center TPINVTCA in SCSI,copies of which will be furnished upon request linea coincide 04th hind anter lines. MiTek USA,Inc/Com uTrus Software 7.6.71L E 0 Finitabdiwbecor patebig vel P �' 7.Forbai°cote size plats design values see ESR-1311,ESR-1888(MINX) a This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 28'- 0.0" ICONS. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 a BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windfozce-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: 190 mph, h=21.2ft, 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: 2x4 BRACING AT 24"01 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. 14-1x2 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. 9-06 9-00 9-06 T T T T • 12 M-4x6 M-4x6 12 5.00 p 4 5 4 5.00 3 6 b co 2 rh o v 8I 11 1 o M-3x5(S) o M-3x4 M-3x4 14-00 14-00 ,c�`� s/ 1-07-04 28-00 �Cs" v` 1-0/90, 0 �• 89200PE 9r JOB NAME : WESTWOOD PL2781-B HOGGANS PARK - EH1 Scale: 0.2853 � // WARNINGS: GENERAL NOTES, unless otherwise noted: 1118 Q 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and is for an individual �I OREGON �lv Truss: EH1 and Wamings before construction commences. building component.Applicability of designtete ars 4 nY parame proper 2.a4.compression web Gating must be installed where shown.. incorporation of component is the responsibility of the building designer. /O '47)- Y A Y 2 �4 buction 2.Design assumes the top and bosom chords to be laterallyho braced at 3.Additional temporary bracing to insure stability during consL ie the responsibility of the erector Additional permanent bracing of Y o.e.and at 17 o.e.respectively unless braced througut their length by DATE: 12/22/2015 the overall sth,dure is the responeiblity of the building deeigner. 3 continuous0 I abridgingg orr lateralbracing uiredthe�where sown+dor arya n(Bcl. �`R R �-� SEQ.: Ki615 2 9 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 are complete and at no time should any bads greater than 5.Design eseumes busses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any componentand are for ary conditionof use. 5.Compulnn has no control over and assumes no responsibility form H.Design assumes full bearing at all supports shown.Statin or wedge if EXPIRES: 12/31/2017 mpmpfabrication,handing,shipment and installation of components. 7. assumes adequate drainage Is provided. December 22,2015 6.This design is f mished subject to the Imitations set forth by 8.Plates shall be located on both hos of bus,and paced so their center TPIMTCA in SCSI,copies of which will be furnished upon request Ines oinhde with joint center linea. MiTek USA,Inc./Com Trus Software 7.6.7SP2 1 L-E 9.Digit sdion eef r pf late design values sea EBR-1311,ESR-1988(Web a This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 28'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 70 2-11=(-374) 2041 11- 3=( 0) 247 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2307) 500 11-12=(-376) 2037 3-12=(-507) 173 ^ WEBS: 2x4 KDDF STAND 3- 4=(-1777) 445 12-13=(-265) 1573 12- 4=( -16) 337 11 LOADING 4- 5=( 0) 0 13-14=(-418) 2037 12- 7=( -61) 67 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE' 4- 7=(-1576) 445 14- 9=(-416) 2041 7-13=( -24) 338 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 13- 8=(-501) 172 TOTAL LOAD = 42.0 PSF 7- 8=(-1786) 447 8-14=( 0) 245 8- 9=(-2307) 500 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10-( 0) 70 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 19.3" 19.3" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -207/ 1359V -89/ 89H 5.50" 2.17 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 28'- 0.0" -207/ 1359V 0/ OH 5.50" 2.17 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 = 0.017" @ -1'- 7.3" Allowed = 0.160" MAX TL CREEP DEFL = -0.018" @ -1'- 7.3" Allowed = 0.214" MAX LL DEFL = -0.103" @ 16'- 1.2" Allowed = 1.354" MAX TL CREEP DEFL = -0.205" @ 16'- 1.2" Allowed = 1.806" MAX LL DEFL = 0.017" @ 29'- 7.3" Allowed = 0.160" MAX TL CREEP DEFL = -0.018" @ 29'- 7.3" Allowed = 0.214" MAX BORIS. LL DEFL = 0.040" @ 27'- 6.5" MAX HORIZ. TL DEFL = 0.067" @ 27'- 6.5" 11-10-13 4-02-06 11-10-13 Design conforms to main windforce-resisting f ,r system and components and cladding criteria. 6-04-14 5-03-07 4-07-06 5-05-03 6-03-02 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4' 4' 1' 4' 4' 4' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=1.6, 5.00 p M-4x6 M-7x8 4 5.00 Truss designed for wind loads 45 6 in the plane of the truss only. n� y M-3x4 M-3x4 3 g rn Alkl O h Ill O 1 _ ■M O �y(cI 2 11 12 13 19 -r 9 0 O o M-3x5 M-1.5x3 M-3x8 M-3x5(S) M-3x4 M-1.5x3 M-3x5 I 6-03-02 5-03-07 5-00-10 5-01-11 6-03-02 J. © IPD OF 1 1 14-00 14-00 1 1 \Gs<C. G Nrl4`r/0�1- 1-07-04 28-00 1-07-04 „4N 2 :9200P -9r JOB NAME : WESTWOOD PL2781-B HOGGANS PARK - EH2 Scale: 0.2103 �� /� WARNINGS: GENERAL NOTES, unless dhen iae noted: 1 a. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for en individual "7 OREGON 1(/ Truss: EH2 and Wamings before answctia,commence.. heading component Applicability of design pewnrten and proper 'AYJ 2.204 compression web bracing must be Installed where shown«. incorporation of component is ill responsibility of the betiding designer. "© "" 4 n O� � 3.Additional to 2.Design assumes the top and bosom cholla b be laterally bread at [� �{� temporary biasing to insure stability eating conatrucllon 7 o.c.end at 10 c.o.reepeavely unties braced throughout their length by `_ re the responsibility otnr erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BD). MFtf p'L�- DATE: 12/22/2015 tic overall structure is the responsibeity oftn.building designer. 3.2.Impact badging or lateral bracing required where shown.. ill r'7 SEQ.: K16152 91 4.No bad should be applied b any component until after all bracing and 4.Installation of buss is the reeporribaity of the respective contractor. t stoners are compete and et no time should any bads greater than 5.Design assumes mosses are to be used in a non<orrasive environment, TRANS I D: LINK design lads be applied to any componentd are for"dry condition'of use. 5.compeTnrhas no control over and assumes no responsibility the sign Deaoge,yumeafullbe.np.tellappoteawwn.Bhimarweagef EXPIRES: 12/31/2017 fabrication.handling,shipment and installation of components.atonen . nsauery. 8.This dere nisfuntehedsub' totheImitationssetfortb S7.°^�"aab•'°ed00 drainage is busprovs,d. December 22,2015 g subject B.plea inti a bated a both teas of aura,dna dace so their center TPINVECA in SCSI,copies of which will be Banished upon request lines coincide with joint anter lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc.ICompuTrus Software 7.6.7SP2(IL)-E 10.For basic connector plate design values see ESR-1311.ESR-1998(Mask) a This design prepared from computer input by il Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 16-03-00 GIRDER SUPPORTING 24-06-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-14678) 3152 1- 9=(-2896) 13542 9- 2=( -996) 4736 6-13=( -326) 1524 BC: 2x6 KDDF #1&BTR 2- 3=( -9282) 2012 9-10=(-2240) 10428 2-10=(-2016) 462 13- 7=(-2018) 462 WEBS: 2x4 KDDF STAND; LOADING 3- 4=( -7932) 1732 10-11=(-1778) 8402 10- 3=( -336) 1572 7-14=( -998) 4738 2x8 RODE #2 A LL = 25 PSF Ground Snow (Pg) 4- 5=( -7354) 1618 11-12=(-1528) 7294 3-11=(-1204) 278 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 16'- 3.0" V5- 6=( -8032) 1756 12-13=(-1778) 8406 11- 4=( -494) 2338 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 281.2)+DL( 211.2)= 492.5 PLF 0'- 0.0" TO 16'- 3.0" V6- 7=( -9278) 2012 13-14=(-2238) 10426 11- 5=( -40) 76 BC LATERAL SUPPORT <= 12"OC. UON. 7- 8=(-14678) 3152 14- 8=(-2896) 13542 5-12=( -496) 2342 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12- 6=(-1128) 260 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. NOTE: 2x4 BRACING AT 24"OC UON. FOR BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -977/ 4522V -36/ 36H 5.50" 7.23 KDDF ( 625) 16'- 3.0" -977/ 4522V 0/ OH 5.50" 7.23 KDDF ( 625) ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN � nails staggered: 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 J 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 2x6 bottom chords, VERTICAL DEFLECTION LIMITS: LL=1/240, TL=L/180 9" oc in 2 row(s) throughout 2x8 webs, MAX LL DEFL = -0.180" @ 6'- 6.0" Allowed = 0.767" 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.363" @ 6'- 6.0" Allowed = 1.022" M MAX HORIZ. LL DEFL = 0.094" @ 15'- 9.5" ** For hanger specs. - See approved plans MAX HOAR. TL DEFL = 0.158" @ 15'- 9.5" 7-11-11 0-03-10 7-11-11 T '' '' Design conforms to main windforce-resisting 3-01 1-09-06 1-09-06 2-11-06 1-09-06 1-09-06 3-01 system and components and cladding criteria. 4 4 T 1 T T 4 T Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7-00 7-00 load duration factor=1.6, 4' 4' 4' 4' End vertical(s) are exposed to wind, 12 12 Truss designed for wind loads 5.00 C7 Q 5.00 in the plane of the truss only. M-5x8 �M-6x8 9 M18HS-7x14 M-3x9 M-3x9 M18HS-7x14 M-3x10 ,e 4t M-3x10 2 7 M-5x12 ©� �rLi rn 7 yf- ' „ ® 10 11 12 13 ®RE W, o ++ M-3x4 M-3x8 M-3x5 M-3x4 ** 11 M-3x6+ M-5x12 1 o o M-3x6+ . 2.50 2.50 c- 12 12 12 b 1 l l b l l b 2-05-08 2-01-06 1-11-02 3-04-10 1-09-06 2-01-06 2-05-08 y 2-05-08 y 11-04 y 2-05-08 y ��c�E.x(4, 06, ()pet, �scS'j l y .� �N F,Q p2 16-03 ,� 89200PE -9r JOB NAME : WESTWOOD PL2781-B HOGGANS PARK - Fl - .. /0tI Scale: 0.3040 ' • Cr -vOREGON tc, WARNINGS: GENERAL NOTES, unless ot.rvnss noted: 1.Builder and erection contractor should be advised dell General Notes 1.This design%based only upon the parameters shown and is for an individual '70-‘7'51}- AO -9 y 14 241 -\-. Truss: Fl aro Warnings before construction commences. building component Applicability of design parameters end proper (� 2.204 compression web breokg must be installed whore shown+. incorporation of component is the responsibility of the building designer. �`_ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle o be laterally bated at 171 .RRIO_ is the responsibility of the erector.Additional permanent b,eo g of 2'o.c.and at 10'o.e.eocb 05 respectively unless braced throughout their length by ` 4+ continuous sheathing such as plywood sheathing(7C)and/or drywall(BC). DATE: 12/22/2015 the ovens structure is the responsibility of the building designer. 3.yr Impact bridging or lateral bracing required where shown+ SEQ.: K16152 9 2 4.No bad should be applied to any component until after all bracing and 4.Intiman Installation of toe is the responsibility of the respectcontractor. %stoners are complete and at no time should any bads greater than 5.Design assumes hums are b be used in a noncorrosive endronmxa, EXPIRES: 12/31/9017 TRANS I D: LINK design loads be applied to any component and are ler•dry condition'of use. 8.Design assumes full baring et all supporta shown.Shim or wedge it Tru 5.Compushesnocontroloverandassumes oresponsililiyfor the es„,ry. December 22,2015 fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. 8.The 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 TPINW7CA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digs ndica%size of bate in inches. MITek USA.Inc./ComouTrus Software 7.8.7(111-Z ,n�,,. «,.....,.,...,....a s««n,Ae,.....c.ewe•,,,ccra,ona,errv.., This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 16-03-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-3479) 887 1- 8=) -177) 699 1- 9=(-601) 2374 5-11=( -63) 534 BC: 2x4 KDDF #1&BTR 2- 3=(-3053) 882 9-10=( -869) 3393 8- 9=( 0) 55 11- 6=(-562) 170 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-2799) 838 10-11=(-1008) 3140 9- 2=( -73) 545 6-12=( -73) 545 2x4 KDDF #1&BTR A; LL = 25 PSF Ground Snow (Pg) 4- 5=(-2799) 838 11-12=( -869) 3393 2-10=(-562) 170 13-12=( 0) 55 2x4 KDDF STUD B TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=(-3054) 882 13- 7=( -177) 699 10- 3=( -65) 536 12- 7=(-601) 2374 TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 10'- 3.0" V 6- 7=(-3479) 887 10- 4=(-415) 288 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 10'- 3.0" TO 16'- 3.0" V 4-11=(-413) 287 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 16'- 3.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 10'- 3.0" 0'- 0.0" -293/ 1301V -31/ 31H 5.50" 2.08 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED 16'- 3.0" -293/ 1301V 0/ OH 5.50" 2.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP - JT 1, 7: Heel to plate corner = 3.25" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. POND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.133" @ 8'- 1.3" Allowed = 0.767" MAX TL CREEP DEFL = -0.258" @ 8'- 1.3" Allowed = 1.022" MAX HORIZ. LL DEFL = 0.077" @ 15'- 9.5" MAX HORIZ. TL DEFL = 0.127" @ 15'- 9.5" Design conforms to main windforce-resisting 5-11-11 4-03-10 5-11-11 system and components and cladding criteria. T T T T Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 2-05-08 3-06-03 2-01-10 2-02 3-06-03 2-05-08 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T T 4320# '' 43208 4' 4' load duration factor-1.6, 12 12 End vertical(s) are exposed to wind, 5.00 D Q 5.00 Truss designed for wind loads in the plane of the truss only. M-5x6 M-5x6 M-3x4 3 eillA EIN M-3x4M-3x4 2 6 M-5x12 M-5x12 M A- NM B E' rn t �� I 9 10 11 12 =I I 0 1 '�i 8 �o M-3x8 M-3x8 o A- `�`, 13 7 o M-1.5x3 M-5x10 0 M-5x10 M-1.5x3 b y l l b b 2-03-12 3-02-05 5-02-14 3-02-05 2-03-12 b b b y 2-05-08 11-04 2-05-08 � D PR OF�c�, y 16 03 1 � �,�C NGINEF9 cSj0�li �� 89200PE -9r JOB NAME : WESTWOOD PL2781-B HOGGANS PARK - FH1 /.� . Scale: 0.3665 Im WARNINGS: GENERAL NOTES, unless othervrise noted: 111. a 1.Builder and erection contractor should be advised of all General Nobs 1.This design is based only upon Me parameters shown and is for an individual '9L OREGON Y� �lt j Truss: FH1 and Warnings before construction commences. building component Applicebaity of design parameters and proper L+ l 2.2s4 compression web bracing must be installed where shown o. incorporation of component la the responsibility of the building designer. /O yI 2P\ .$- 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at l lees responsibility of the erector.Additional permanent bracing of continuous o.c.ant at 10'o.c.respectively unless bn°etl Nreugheut thea lergm by MER R I LN- DATE: 12/2 2/2 015 me overall structure is the responsibility of the baiting designer. 3. Imbridging or lateral bra i rwood equired where na ehown+drywan(Bc). I'r SEQ.: Ki615 2 9 3 4.No tad shout be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners an complete and at no time should any loads greater than 5.Design assumes busses are to be used m a non-corrosive environment TRANS I D: LINK design loads he applied to any component and are for'ray condition'ofuse. 5.CumpuTrus hes no control over and assumes no responsibility for the 8.Design assumes full bearing a,•°supporta shown.shim or visage g EXPIRES: 12/31/2017 fabrication,handling,shipment and installation of components. M�••ary 6.The design is furnished subject to the limitations set forth by 8.Pl�atesshal blocated demon both tames ofbruss.and placed so their center December 22,2015 TPIASTCA in SCSI.copies of which will be furnished upon request. lines coincide wt,joint center lines. uTrus Software 7.8.7 1 L E 9.Digits indicate laze of plate in inches.MITek USA,Inc./Com P ( 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by a PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 6'- 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) 43 2-9=(0) 0 e BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-38) 36 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -62/ 297V -1/ 38H 5.50" 0.97 KDDF ( 625) 1'- 10.9" -100/ 76V 0/ OH 1.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 98V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ! BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.088" 1-11-11 MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.132" MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.246" MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.328" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 5.00 D MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 3 -/ in the plane of the truss only. o 411' IN O O i 1 2 /<,4 M-3x4 1 1 1 1-00 !PROVIDE FULL BEARING;Jts:2,3,4 I 6-00 (:6) P Ro -kls, cr 89200P <" JOB NAME : WESTWOOD PL2781-B HOGGANS PARK - FJ1 `�� Scale: 0.6771 /y. WARNINGS: GENERAL NOTES, unless otherwise noted: �4 1Builder and erection contractor should be advised of al General Notes I.This design is based only upon bre upon o paranrshown and is for an indiWdw ' ,.l "A OREGON v2-°\T>‘ �� . Truss: FJ1 and Warnings before eonstNawn commences. budding component Applicability of design parameters and proper 2.2a4 compression web bracing must be installed where shown+. incorporation of component ie to reaponsibildy o/to.budding designer. IO �9 y 14 201 Q� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords m a laterally braced at is the responsibility of the erector.Additional permanent bracing of c ntin ash x110 hin rsuch as ply unless braced(TC)and/or their all(Bngth).bAFR R I L"- contincous sheathing such as plywood aired where s owna drywall(BC). DATE: 12/22/2015 the overall stricture is the reepornsibNily of to buckling designer. 3.2nc Impact bddpirhp or labral brednp required where Mown++ SEQ.: K16152 9 4 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the reaponsibdity of to respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes buses are to be used in a noncorrosive environment de' loads be red to component. and are for"dry condition'of use. TRANS ID: LINK design oa noo anyas 5.CompuTrus Inacontrol over and assumes no responsibility for the 6.Design sesames MI bearing at all supports shown.Shim or wedge g EXPIRES: 12/31/2017 necessary. fabrication,bandits,shipment and w lint ton of components. 7.Design assumes adequate drainage is provided. December 22,201 5 6.This design isfumished subject to the limitations set forth by 8.Plates shall be located on both%ties of bum and placed so their center TPIM/TCA in SCSI.copies of which will be furnished upon request hoes coincide with joint center lines. M)Tek USA,InciCom Trus Software 7.6.7-SP21L 9.Digits indicate sizeofgate inches. Pu ( ]{ is.For baidcanne a of plate din inches.values se ESR-1311,ESR-1906(Wel() a This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF ($15BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 43 2-6=(-45) 132 6-5=( 0) 18 BC: 2x9 KDDF ($1&BTR SPACED 29.0" O.C. 2-3=(-188) 24 5-7=(-79) 214 5-3=) 0) 46 WEBS: 2x9 ROOF STAND 3-4=( -18) 24 3-7=(-220) 81 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -60/ 396V -4/ 64H 5.50" 0.55 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -82/ 69V 0/ OH 1.50" 0.11 KDDF ( 625) 6'- 0.0" 0/ 100V 0/ OH 5.50" 0.16 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 10PSF 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/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.005" @ 2'- 3.8" Allowed = 0.170" MAX TL CREEP DEFL = -0.011" @ 2'- 3.8" Allowed = 0.226" MAX LL DE FL = 0.000" @ 4'- 11.4" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 4'- 11.9" Allowed = 0.105" 3-11-11 MAX HORIZ. LL DEFL = 0.003" @ 4'- 11.4" f f MAX HORIZ. TL DEFL = 0.005" @ 4'- 11.4" 12 5.00 17 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, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 load duration factor=1.6, -/ End vertical(s) are exposed to wind, Truss designed for wind loads M-9x6 0 in the plane of the truss only. /' N O I .-41111"1111111111111111N o r OC o f 1 2 O M M-3x4 o M 3x4 M-3x9 M-3x4 b ,1 1 l 2-03-12 2-07-10 1-00-10 y )• > )' PR 1-00 2-05-08 6-00 3-06-08 ���`D OFests (PROVIDE FULL BEARING:Jts:2,9,7 I ��<0`� GINE -ii, X02 ,......'"41 >1....9� JOB NAME : WESTWOOD PL2781-B HOGGANS PARK - FJ2 �4.. Scale: 0.5396 10 it OREGON j WARNINGS: GENERAL NOTES, unless otherwise noted: N1.Builder and erection contractor should be advised of all General Nobs 1.This design is based only upon the parameters shown and is for an individual LSO 'Q Y 14 2�1 P.4 Truss: FJ2 and Warnings before construction commences. butding component Applicability of design parameters and proper 0. 2.284 compression web bracing mast be installed where shown+. incorporation of component is the responsibility of the building designer. V 3.Additional temporary bracing to insure stability during construction 2.Desgn assumes the top and bottom chorda to bB laterally braced M MFR R I LL V le the responsibility of the erector.Additional permanent bracing of 2'0.0.and at 10.o.c.respectively unless braced throughout their length by DATE: 12/22/2015 the uveran structure is is responsibility of the buikbg designer. 3.a continuous co a bridging or as bran r,goeead wherree shownC)ao+d ywan(Bc). Impact 055 re SEQ. : Ki615 2 9 5 4.No bad should be applied b any component min after all bracing and 4.Installation of trues le the responsibility of the reweave contractor. fastens 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 beappliedto any component. and are fr'drycorditior of use. EXPIRES: 12/31/2017 • 5.CompuTms has no control over and assumes noreeponelbinry for the 8.Design assumes fun bearing et all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. sig assumes s December 22,2015 7. necessary. esi s hall belocaadequateodrainage age io provided. 6.This design is furnished subject to the limitations set forth by e.Plates shall be located on both totes of boss,and laced so their center TPIMryCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. Weft USA.InciComouTrus Software 7.6.7(1 L)-E ro Digitsindicateindicate .«,m: w,inches. Weft .....ccra_,�„c.em_,orw ru,•.�, P This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 43 2-6=(-137) 253 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-312) 70 5-7=(-232) 414 5-3=( 0) 50 WEBS: 2x4 KDDF STAND 3-4=( -46) 22 3-7=(-427) 239 LOADING TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -63/ 384V -7/ 89H 5.50" 0.61 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 11.4" 0/ 150V 0/ OH 5.50" 0.24 KDDF ( 625) 5'- 11.7" -48/ 109V 0/ OH 1.50" 0.17 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. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.012" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.020" @ 2'- 3.8" Allowed = 0.339" 5-11-11 f f MAX HORIZ. LL DEFL = -0.008" @ 4'- 11.4" MAX HORIZ. TL DEFL = 0.010" @ 4'- 11.4" 12 5.00 D Design conforms to main windforce-resisting system and components and cladding criteria. r" Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), '' load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 M-4x6 I 1.0 3 a 1 Ni __iiiiiiiiiipi=....._ 1,40........._ a' ® M-3x9 I f 1 2 r...---- M6-3x4 0 M-3 x4 M-3x4 J‘ l i' l 2-03-12 2-07-10 1-00-10 1-00 2-05-08 6-00 3-06-08 ��,ik0 OF4;55 (PROVIDE FULL BEARING;Jts:2,7,9 I ��`zo �NGI N FER /02 89200PE -9r JOB NAME : WESTWOOD PL2781-B HOGGANS PARK - FJ3 /yam Scale: 0.5396 /� a WARNINGS: GENERAL NOTES, unleeeothemisented: .. , OREGON ,& 1.Builder and erection contractor should be advised of all General Notes 1.This design is based on6 upon the parameters shown and is for an indiedual !-/O '.4!)- 14 2°N 4-. Truss: FJ3 and Warnings bebre construction commences. betiding component Applicabaky of design parameters and proper 2.2x4 compression web bracing most be installed where shown+, incorporation of component is the responsibility of me building designer. ,;i5‘1.. 3.Addition)temporary hissing b insure stability doing construction 2.Design aeons to top est bosom chords e he soulatere braced at MFR R I 1-\•� is the responsibility of the erector.Additional permanent tensing of o o.c.and at 10'o.c.respectively unless braved throughout their Ingle by DATE: 12/22/2015 the overall elruebtre is the responsbiliey of the balding designer. continuous ridging or such as acing re airedsheathere a end+drywall(BC). 3.2x Impact bridging or Iteral bracing rewired where shown++ SEQ. : K16152 9 6 4.No bad should be applied b any component until after all bowing end 4.Iretellaton of trusts the responsibility of to respective contractor. fasteners are complete and at no time should any loads greater than 5.Design enemies trusses are to be used in a non-corrosive environment EXPIRES: 12/31/2017 TRANS ID: LINK design loads be applied en any component. sere for pry condition.muse. 5.CompuTrua has no control over and assumes no responsibility forte 6.Design assumes full bearing at at supperb shown.Shim or wedge if December 22,2015 fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the lineationslineationsset form by 8.Plates shall be located on both faces of truss,and placed so their center TPUNrCA 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.lnc./CompuTrus Software 7.6.7(1L(-E This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.4" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 43 2-7=( -90) 217 7-6=( 0) 18 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-275) 56 6-8=(-154) 359 6-3=( 0) 49 WEBS: 2x9 KDDF STAND 3-9=( -86) 50 3-8=(-365) 159 LOADING 9-5=( -39) 17 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 = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -97/ 373V -10/ 116H 5.50" 0.60 RODE ( 625) 9'- 11.9" 0/ 135V 0/ OH 5.50" 0.22 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -102/ 235V 0/ OH 1.50" 0.30 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 8'- 0.4" -17/ 31V 0/ OH 1.50" 0.05 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.009" @ 2'- 3.8" Allowed = 0.259" MAX TL CREEP DEFL = -0.017" @ 2'- 3.8" Allowed = 0.339" 8-00-07 MAX HORIZ. LL DEFL = 0.006" @ 4'- 11.4" '' 1' MAX HORIZ. TL DEFL = 0.009" @ 4'- 11.4" 12 5.00 D 5 Design conforms to main windforce-resisting system and components and cladding criteria. '� Wind: 140 mph, h=20.eft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, w Truss designed for wind loads 0o in the plane of the truss only. I M M-9x6 I M 3 m T N g o `p ® of M-3x9 of 2► N M13 X4 M-3x4 M-3x4 .1 1• 1' b 2-03-12 2-07-10 1-00-10 y 1-00 2-05-08 y 5-06-15 , ) c9E3 PROFFss 6-00 2-00-07 'rNG, ‹("Y" FF9 /�2 PROVIDE FULL BEARING;Jts:2,8,9,5 89200PE C JOB NAME : WESTWOOD PL2781-B HOGGANS PARK - FJ4 . • 4400" Scale: 0.9971 ' � OREGON �(/ WARNINGS: GENERAL NOTES, unless otMrvase noted: NtBuilder and erection contractor should be advised of all General Notes 1.This design i°based only upon the parameters shown and is for an individual . �iO'�/ y 14 2-13\ �.,�'� Truss: FJ 4 and Warnings before construction commence,. building component Applinbaity of design parameters and proper 2.Ant compression web bracing must be installed where shown+. rporstion of component is the responsibility theWibing designer. � 3.Addbtionwl temporary bracing to insure stability dump consbudtion 2.Design assumes the top and bosom chords to be laterally braced at E.�R M`"'. le 1M responsibility of the erector.Additional pemgn,erd bracing of 7 o.c.and at f S o.respeo8vely unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). DATE: 12/22/2015 the overall*mare is the reepensbbaity of the building designer. 3.2i Impact bridging or Iteral bracing required where shown++ SEQ.: K16152 9 7 4.No load should be°plied b any component until after all bracing and 4.Inebriation of trues is the responeibabty of the respective contractor. festenens are complete and el no time should any loads greeter than 5.Design assumes muses are to be used in a noncorrosive environment TRANS ID: LINK deagnloedeb°eppiedbanycomponenG and arefor•drycondiudn•ofwe. EXPIRES: 19/31/2017 8. 5.CompuTnw has no control over and assumes no revocability for the December °°sum°°full bearing°t°a supports shown.shim or wedge S December 22,2015 fabrication,handling.shipment end insteeticomponents.ban ofcomponen . ry. 7.Design assumes adequatedrainage is e provided. 6.This design is furnished subject to the limitationslimitationsset forth by 8.Plateson shall be located on both faces otos,and placed so that center TPINVTCA In BCSI,copies of which will be fumbebed upon request lines coincide with joint center lines. DigitsMiTek USA.Inc iComeuTrus Software 7.6.7/11_1-E 9. indicate •.e„ plate.inches.A,..... This design prepared from computer input by r PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-25) 12 1-3=(0) 0 ,. BC: 2x4 KDDF #15BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -13/ 98V -2/ 19H 5.50" 0.16 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" 0/ 23V 0/ OH 5.50" 0.04 KDDF ( 625) 1'- 11.7" -21/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 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. 1-11-11 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 f .(AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.001" @ 1'- 2.2^ Allowed = 0.088" MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.2" Allowed = 0.132" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 5.01 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.6ft, 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. 2 -7 o I mi O O I Ei I iiiraiN 3000.1 O M-3x4 2-00 (PROVIDE FULL BEARING;Jts:1,3,2 I �`p•74IGtNE \ 9 cr 89200PE r JOB NAME : WESTWOOD PL2781-B HOGGANS PARK - FSJ1Scale: 0.7381 .iiir .., WARNINGS: GENERAL NOTEdesign unless otherwise eraeenoted: �� OREGON �1(/� 1.Bolder and erection convector should be advised of a%Genets!Notes 1.This design ie based only upon the peremetere shown and is for en individual Truss: FSJ1 and wamings before construction commences. budding component Applicability of design parameters end proper 2.2s4 compression web bracing must b.installed where shown+, incorporation of component is the responsibility of the budding designer. /O './)" 14 2•°� 4 2.Design assumes the top and bottom chorda to be laterally braced at �Q.. 3.Additional temporary bracing b insure stability during constructor Y on.and at 19 cess.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). FR R I 0, DATE: 12/22/2015 the overall structure is the responsibility of to building designer. 3.20 impact bridging or lateral bracing rewired where shown++ SEQ. : K16152 9 9 4.No bad should be applied b any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no lime should any loads greater than 5.Design assumes buses are to be used in a noncorrosive environment design loads be applied to any component and are for'dry condition'of use. TRANS I D: LINK Design assumes umes full bearing at all supports shown.Shim or wedge if 5.CompuTnre has no control over and assumes IVreaposiNrdy for th esoees,ry. EXPIRES: 12/31/2017 fabrkaton,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. December 22,2015 8.This design is f mished subject to the%mlNaos estfort by 8.Plates shall be located on both faces of bus.and placed so their center TPIIWICA in SCSI,copies of which will be furnished upon request Imes coincide with joint center lines. 9.Digks indicate size of date in inches. MiTek USA,Inc/CompuTrus Software 7.8.7-SP2(1L)-E 10.For basic connector plate design valuee see ESR-1371,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-56) 26 1-3-(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PIF 0'- 0.0" -28/ 132V -5/ 45H 5.50" 0.21 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" -12/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 3'- 11.7" -44/ 96V 0/ OH 1.50" 0.15 KDDF ( 625) 12 LL = 25 PSF Ground Snow (Pg) 5.01 '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 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.046" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.061" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 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, (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. N O O O N /- I III c I 1►o3r' M-3x4 J' 2-00 '' 1-11-11 y ���I,ED PROFFss (PROVIDE FULL BEARING;Jts:1,3,2 'N SFR �,S. ANG O1". 89200PE JOB NAME : WESTWOOD PL2781-B HOGGANS PARK - FSJ2 �. Scale: 0.8988 WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of at General Notes 1.This design a based only upon the paremebrs shown and is for an individual '7 OREGON 4// Truss: FSJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper li 2J 2.2e4 compression web braising must be installed where shown+. incorporation of component Is theresponsibility am.Wasting designer. ".6� ooY 14 2,0\b'�P-� nel temporary bracing to imams stability during oonstcton ru2.Deign assumes to tap and bottom chords to be laterally braced at 3.Additio is to responsibility of the erecter.Additional permanent bracing of Y o.c.and at 10'Dene respectively unless braced t roughou their length by t DATE: 12/22/2015 the overall structure b the reaponibairy of the building cosigner. 3.2a Impact bridging o,suchcontinuous sheathing I b,ae,ye required whereas plywood riowno+tlrywall(BC). �R R I s�� SEQ.: K1615 3 0 0 4.No bad should be applied b any component unu after all bracing and 4.Installation of truss is the rseponeibaity of the respective contractor. fasteners ere complete and at no time should any bads greater than S.Design assumes busses are to be used in a non-contusive environment TRANS I D: LINK design loads be applied to any component and are br'dry condition'of use. 5.CcmpuTrus has no control over and assumes no responsibility for the Deign asp os tsupports l bearing at all shown.anise or wedge t EXPIRES: 12/31/2017 fabrication.handling,shipment and installation of components. 7.Design„smes adequate drainage is provided. December 22,2015 8.This deign is furnished subject to the limitations set forth by 8.Plates shall be located on both Asses of bues,and placed so their canter TPIIWTCA in SCSI,copies of wNM will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,InciCompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Web This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "on 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. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 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. 12 5.00 12' 3 -/ O O N O ffil jr A 1 M-3x4 4 b l J' 1-07-04 6-00 (ockEp PROFFS 79G%NE \ "-t" 89200PE r' JOB NAME : WESTWOOD PL2 7 81—B HOGGANS PARK — GGE Scale: 0.6819 —I� � — WARNINGS: GENERAL NOTES, unless otherwise noted: 7 OREGON I.Builder and erection contractor should be advised of elf General Nobs 1.This design is based only upon the parameters shown end is for an individual Truss: GGE and wemirgs before construction commence.. boiling component Appicabli of design parameters and proper incorporation of component fa d"responsibility of b willing tlesigner. G'O-417,4,_ 14 Zp'�°`�+'�' z.and compression web bracing turret w installed wham anon„,. z.DesInce 0. 3.Additional temporary bracing to hate stability during conewction gra assumes the top and bottom chorda to be laterally braced H V is the responsibility of the erector.Additional permanent bracing of continuous o.c.ant at ea o.c.respectively plywood s braced throughout eek targtlt by MFR R 11- - adsheathing such l b acing re tired here s awnandin drywall(BC). I/ DATE: 12/22/2015 the overall structure is the responsibility of the building designer. 3.z.Impact badging or lateral bracing required where shown«. SEQ. : 1(1615301 4.No toad should be applied to tiny component until after all bracing and 4.Inamllation of truce i the responsibility of the respective contractor. fasteners ere oompita and at no At,.should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment TRANS ID: LINK design lads be applied to any component and are for'dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility form 8.Design assumes full bearing of all supports shown.Shim or wedge if 4 EXPIRES: 12/31/2017 mamfabrication,handing,shipment and installation of components. 7.Design sums.adequate drainage is provided. December 22,2015 6.This design is furnished subject to the imitations set forth by e.Plates shag be located on both faces of taus,and paced m their center TPIAWCA in SCSI,copies of which will be fummhed upon request It,..coincide with joint center linea. 9.Digits indam size of pate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7-5P2(1 L)-E 10.For basis connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC ri LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 70 2-5=(-48) 65 3-5=(-185) 158 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-103) 86 WEBS: 2x4 KDDF STAND 3-9=( -9) 9 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 19.3" 0.0" 0'- 0.0" -91/ 987V -28/ 93H 5.50" 0.78 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" -28/ 299V 0/ OH 5.50" 0.39 KDDF ( 625) *a For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.017" @ -1'- 7.3" Allowed = 0.160" MAX TL CREEP DEFL = -0.018" @ -1'- 7.3" Allowed = 0.219" MAX TC PANEL LL DEFL = 0.079" @ 3'- 0.5" Allowed = 0.353" 5-08-04 0-03-12 MAX TC PANEL TL DEFL = -0.090" @ 3'- 0.6" Allowed = 0.530" f f f MAX HORIZ. LL DEFL = 0.000" @ 5'- 8.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 5'- 8.2" 5.00 M-1.5x3 Design conforms to main windforce-resisting 4 -/ system and components and cladding criteria. 3 Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, A (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. N O O N O f 1 I�C O 1 2� 5 O 1 M-3x4 M-1.5x3 l b b 5-08-04 0-03-12 y l y 1-07-04 6-00 R .`..`��N4 P NE- .. di`Sio 89200PE <' JOB NAME : WESTWOOD PL2781-B HOGGANS PARK - GJ4 ,; /-� . Scale: 0.5694 � _ WARNINGS: GENERAL NOTES, unlessoerraise noted: I 11. Sr 1.Bolder and erection contractor should be advised Well General Notes 1.This design is Weed only upon the perern•t.re„shown and is for an individual OREGON Truss: GJ4 and Warnings habreconstruction commences. building component.Applicability of design perameareand proper �t 2.204 compression web bracing must be installed where shawl*. nco poretion W component is he responsibilityW be building designer. 17 OREGON �4y 14 ZOO Q4� 3.Additional temporary bracing b insure stability during construction 2.Design assumes Me top and bottom chard.to be laterally braced at is the responsibility of the erector.Additional 7 o.a and et 10'o.c.respectively unless braced throughout tick length by MFR R I t reapansi dypermanent brigne, continuous shsethirg such N plywood•he•Mirg(TC)and/or drywall(BC). DATE: 12/22/2015 the overall structure is the responsibility W the building designer. 3.at Impact bridging or lethal bracing required where shown.. SEQ. : K1615 3 0 2 4.No bad should be applied to any component until after all bracing and 4.Installation oftruss is the responsibility of the respective contractor. fasteners are oompbta 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 b n cads be applied any componentand are br'dry condition'of use. 8.Design assumes full bearing at all supports shown shim or wedge if EXPIRES: 12/31/2017 5.CompuTrus has no control over and assumes no responsibility for the seoeeary fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage isprovided. December 22,2015 8.This design is fumiehed subject to the limitations set forth by 8.Plates shall be looted on both faces of truss,and placed se their center TPIWITCA in BCSI,copies ofwhich will be furnished upon request. lines coincide with joint center lines. 9.Digita:dirate she of pate In inches. MiTek USA,Inc/CompuTrus Software 7.6.7(1 L}E 10,For basic connector pita design values see ESR-1311,ESR-1988(Welt) 1 This design prepared from computer input by Pacific Lumber and Truss-BC 1111 LUMBER SPECIFICATIONS TRUSS SPAN 5'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 70 2-5=(-40) 44 3-5=(-152) 138 .1. BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-87) 60 WEBS: 2x4 KDDF STAND 3-4=( -9) 4 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 19.3" 0.0" 0'- 0.0" -91/ 456V -22/ 78H 5.50" 0.73 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 0.0" -23/ 201V 0/ OH 5.50" 0.32 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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.017" @ -1'- 7.3" Allowed = 0.160" MAX TL CREEP DEFL = -0.018" @ -1'- 7.3" Allowed = 0.214" MAX TC PANEL LL DEFL = 0.036" @ 2'- 8.4" Allowed = 0.281" MAX TC PANEL TL DEFL = -0.035" @ 2'- 6.6" Allowed = 0.421" 4-08-04 0-03-12 f . ,( MAX HORIZ. LL DEFL = 0.000" @ 4'- 8.2" MAX HORIZ. TL DEFL = 0.000" @ 4'- 8.2" 12 5.00 17 Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 4 -/ Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, tv Truss designed for wind loads in the plane of the truss only. 0 0 0 /- I 0 I 2► 5 0 1 M-3x4 M-1.5x3 b l b 4-08-04 0-03-12 l 1 1 1-07-04 5-00 �,��ED P R°pews' ���� ANG I N E�' /429 r 89200PE r JOB NAME : WESTWOOD PL2781-B HOGGANS PARK - GJ5 ,��. Scale: 0.5785 ' WARNINGS: GENERAL NOTES, unless otherwise noted: 0 a. 1.Builder and erection contractor should be advised of al General Nobs 1.This design is based only upon the parameter shown and is for an individual 'I '47,1O R EGON �� Truss: GJ5 and Warnings before constud ion commences. building component Applicabiity of design pammnbrs and proper 2.2114 compression web bracing mus[be installed where shown+. 2.Desigincorporation asssumes the top and atom chords to be laterally braceilding designer. /O 1- 14 2P �r�- 3.Additional temporary breeng to Insure stability during construction 7 o.c.and at 10 o.e.respectively unless braced throughout their length by M is the responsibility of the erector.Additional pemrnert bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). "a eR R 1 14.‘"."DATE: 12/22/2015 the overall stucture is the responsibility of the buibirg designer. 3.2s Impact bridging or lateral bracing required where shown++ l SEQ. : Ki615 3 0 3 4.No bad should be applied to any component until after all bracing and 4.Imblletion of hiss is the responsibility of the reapeclive contractor fasteners are complete and at no time should any bade greater than 5.Design names busses are to be used in a non-conoeive environment design beds be applied to any component and are for"dry condition'of use. TRANS I D: LINK S.Design assumes full bearing et all supporta shown.Shim or wedge t 5.odmpnTn,ahasnoaonbwoverandassumesnoreeparaabilnyforthe EXPIRES: 12/31/2017 caswry. hbcdesign handling,ahipmees and insolation of components. 7.Design assumes adequate drainage is prodded. December 22,2015 8.This design is furnished subject to the limitations set Porth by 8.Plates shall be located on both bees of trues,and placed so their center TPIPNICA in 0151,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate We of pleb in inches. MITek USA,Inc./CompuTrus Software 7.8.7(1 L)-E 10.For basic connector pleb design values see ESR-1311,ESR-1988(MRak) 1e This design prepared from computer input by PACIFIC LUMBER: Larry M7`f LUMBER SPECIFICATIONS TRUSS SPAN 4'— 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1SBTR SPACED 24.0" O.C. Design conforms to main windfoxce—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=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. 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. 12 4-1x2 or equal typical at stud verticals. 5.00 D 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. 3 —/ 0 0 III t—I 0 N 0 f I 4 1 M-3x4 J‘ J' b 1-07-04 4-00 ,,,,, ,4G I EFq s/ 44 29 Q 89200PE x-- JOB JOB NAME : WESTWOOD PL2781-B HOGGANS PARK - HGE �j�I Scale: 0.8053 - Il.. WARNINGS:derG.ThrddL NOTESignisb unless onSeparnm ter �I / OREGON ��Q 1.Builder and erection contractor should be advised of all General Nobs 1.This design b based only upon the parematere shown and is for an indvidual Truss: HGE and Warnings before construction commences. building component.Applicability M design parameters and proper 2.2.a compression web bracing must be installed where shown+, poreeon m component la the respona:l ty m the building designer. /O -47)" 14 2°\ Cy- 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chards to he IabrellY braced at b tis reapoeednlity of the erector.Additional permanent bracing of 2 o.c.and at 10'o.o.respectively unless braced throughout their length by M �, DATE: 12/22/2015 the mowI abucbae is the resposs tai continuousdd agog such as plywood anal sheathing(TC)andfor drywell(BC). �RC1IL� Ity of the buikting designer. 3.2r Impact bridging or labral bracing required where shown++ • 1 fl SEQ.: Ki615 3 0 4 4.No bad should be applied to any component until altar all bracing and 4.Installation of trues is the reeponnbiity 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 n n-oonosive environment, TRANS ID: LINK design loads be applied to any component and are for•try condition'ofuse. 5.CompuTrus hoe no control over and assumes no reaponaidiry fortis 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 22,2015 8.This design is funiehed subject to the imitations set forth by 8.Plates shall be looted on both face,of buss,and placed so their canter TPIMTCA in SCSI,copies of which will be fumished upon request. lines coincide with joint center lines. 9.Digits indicate size of pee In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1. This design prepared from computer input by PACIFIC LUMBER: Larry M IL- LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 70 2-4=(0) 0 c' BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-66) 27 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 19.3" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -87/ 437V -3/ 69H 5.50" 0.70 KDDF ( 625) 3'- 9.2" 0/ 47V 0/ OH 5.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -43/ 102V 0/ OH 1.50" 0.16 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.017" @ -1'- 7.3" Allowed = 0.160" MAX TL CREEP DEFL = -0.018" @ -1'- 7.3" Allowed = 0.214" MAX TC PANEL LL DEFL = 0.017" @ 2'- 5.2" Allowed = 0.231" MAX TC PANEL TL DEFL = 0.016" @ 2'- 5.2" Allowed = 0.346" 3-11-11 '' '' MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 12 5.00 p 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), 3 --/ load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. N ri N .ti /- I 11O c O -/ I 2 911110- 1. O 1 M-3x4 k ). y 1-07-04 4-00 'PROVIDE FULL BEARING;Jts:2,4,3 I 0\EPR OFFS �� \ GI Net- s /i� � `' 89200PE <' JOB NAME : WESTWOOD PL2781-B HOGGANS PARK - HJ2 Scale: 0.6410 --/y. WARNINGS: GENERAL NOTES, unless othenviw noted: �i 1.Builder and erection contractor should be adewd of at General Notes 1.This design is based only upon the parameters shown and is for an in dlvitual -9 OREGON IP 4/ Truss: HJ2 and Wamirgs before construction building component Ap n. , en canplisabEity of deal,parameters and proper L OREGON A- 2.2e4 compression web bracing moat be i,realled where shown o. inoorpore8on or component a the responsibility of the bowing designer. /O 14 Z��A� Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional [__ is the responsibility of the erector.Addaonal permanent bracing of continuous ntin and at ea o.c.such a ply cod s braced(TC)throuand/or r oily length). - R'O- DATE: 12/22/2015 the overall swnlure is the reeponslbiliy of the buietrg designer. 2x Impact a ctb ridging or such w plywood required re shcnaor drywan(Sc>. _ 3.2x Imp.a btagirg or lateral bracing requked tonere.Ives.,.. S E Q.- Ki615 3 0 5 4.No bad should be applied to any component until afar all bracing and 4.Ineanaton of truss is the responitality of the respective contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes Loewe are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component and are for•drycondi9on•ofassuassumesfull bearing at all supports,h.wn.Shim or wedge use. 5.CompuTrus has m control over and assumes no responsibility for the 8.Design anif EXPIRES: 12/31/2017 abricator.handling,,spinant and inaalabon of components. 7.Design swum.adequate drainage Is provided. December 22,2015 8.TMs design is furnished subject to the limitations wt forth by 8.Paas shall be located on both aces abuse,and paced so their canter TPI/WTCA in SCSI,sopa.of which will be furnished upon request. fines coincide with joint canter lines. 9.Dila indicate.foe of plata in Inds. MiTek USA,InciCompuTrus Software 7.6.7SP2(11..)-E 10.For basis connector pea design value.we ESR-1311,ESR-1988(MiTek) k. This design prepared from computer input by PACIFIC LUMBER: Larry M 1/100 r LUMBER SPECIFICATIONS TRUSS SPAN 2'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 70 2-4=(0) 0 e, BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-58) 17 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT r- 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: 19.3" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -104/ 432V -1/ 52H 5.50" 0.69 KDDF ( 625) 2'- 3.2" -44/ 33V 0/ OH 5.50" 0.05 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 6.0" -25/ 58V 0/ OH 1.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5.00 D 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.017" @ -1'- 7.3" Allowed = 0.160" MAX TL CREEP DEFL = -0.018" @ -1'- 7.3" Allowed = 0.214" MAX BC PANEL LL DEFL = 0.004" @ 1'- 2.6" Allowed = 0.070" MAX BC PANEL TL DEFL = 0.004" @ 1'- 2.6" Allowed = 0.093" MAX HORIZ. LL DEFL = -0.000" @ 2'- 5.2" MAX HORIZ. TL DEFL = -0.000" @ 2'- 5.2" 3 -/ 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, lir (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 0 Truss designed for wind loads 0 I in the plane of the truss only. 0 I 0 0 0 2X 4 X 1 \ M-3x4 y l l 1-07-04 2-06 (PROVIDE FULL BEARING;Jts:2,9,3I ��E0 P R Qp . 17 Q 89200PE siiii r JOB NAME : WESTWOOD PL2781-B HOGGANS PARK - HJ3 `/�� Scale: 0.9416 /y. WARNINGS: GENERAL NOTES, taltales.eolhenvise noted: �C I.Builder and erection contractor should be advised of all General Nobs 1.This design is based only upon the parameters shown and is for an individual � OR EGO N Truss: HJ3 and Warnings bebre construction commences, building component.Applicability of design parameters and proper ,1 2.2x4 compression web bracing must be installed where shown v. incorporation of component is me responsibility of true buildup designer. '0. '7 y 2O\ �� 3.Additional temporary basing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �/ 14 4 h is tits responsibility of the erector.Additional permanent basing of 2.on.and at 1I7 o.a respectively unless braced throughout their length by /�,�c `_ DATE: 12/22/2015 the overall structure istiroresponsibility ofthe building designer. 3.2eIImmpacoctbiidgigorrthing bnIbracin�gr.qnired' showncanctror ayw.n(Bc). �`RR ` SEQ. : Ki615 3 0 6 4.No bad should be applied to any component urs after all bracing and 4.In llation of buss is the reep«wbtiity of the respective contractor. %Menem are complete and at no time should any bads greater than 5.Design assumes busses are b be used era noncorrosive environment, TRANS ID: LINK design loads be applied to any component and are tor'dry condition.ofuse. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 necessary. fabication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 22,2015 8.This design is furnished subject to the limitations not tont by 8.Rats shall be located on both faces of bus,and placed so their center TPIM?CA in SCSI,copies of which will be furnished upon request lines coincide with joint canter lines. 9.Digits indicate os of pea al inches. MiTek USA,Inc./Com uTrus Software 7.6.1-SP2 1L�E 10.Dbasic casdor plate design values sir ESR-1311,ESR-1888(MiTek) Symbols Numbering System o General Safety Notes PLATE LOCATION AND ORIENTATION I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 3/" Center plate on joint unless x,y p y 4 (Drawings not to scale) offsets are indicated. Damage or Personal Injury W� Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 1 2. Truss bracing must be designed by an engineer.For Q-14 6„ 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I O .. p0 bracing should be considered. rp O 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. frAl 4. Provide copies of this truss design to the building r 4 x 2 orientation,locate c�� cea cs a designer,erection supervisor,property owner and ates 0-1/11' 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,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR 1397, ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that it- ,PIndicated bysymbol shown and/or SYP represents values as published specified. by text 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. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but reaction section indicates joint ©2012 MiTek®All Rights Reserved approval of an engineer. 17.Install and load verticallyunless indicated otherwise. ® ( number where bearings occur. __ l Min size shown is for crushing only. 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(frontback,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. a BCSI: BuildingComponent SafetyInformation, 20.Design assumes manufacture in accordance with Guide to Good Practice forI/ Handling, iTe Ie ANSI/TPI 1 Quality Criteria. „r Installing&Bracing of Metal Plate t Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013