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Plans (8) • 0 -.. t ! 5'-0" 1' " RECEiyJj). r I I 31' " I2-0 AUG I 0 r11 11'-6" DvAilijoftl‘ GGE 1-1 HSE 1 �I O TIG II.I N 4 111=11111111111111111111 gal AI I1I I �, NMI - I.►•, _ _ -A til . xi _ 0, ii_h, ,., -„«,j l L D6 9c �JIIi1J l FJ1 —11iiin•Ellii' AM 1111104 D7 \II~�,R I� r," FJ2 4OLIII FJ4 ai ii. ESI II II � ;�j�t�l cm i ',,�, 1 o FJ3 bi `�r, i':\� ENI FJ2 ' �11 ��II` la.I FJ1 III -.. (2) II �,��� �, Iii HJ2 iK " 1 , 4--(t N 7'1. I pe II ° s ';. 1;.:- 10,,, E3X (5) N i i b h I, I. 1I •• v U _____ — E4 v R HJ2 I') EH2 / A g • HGE 9'-0" -I 4'-0" 7'-6" _1-6" 28'-0" F431 39'-0" BUILDER ISSUE DATE O Copyright CompuTnt.Inc.2004 WESTWOOD "sEaCE, RTONLYREFER TR"ss 12/17/15 To TA? PROJECT TITLE REVISION-1 w'aFOR Ri FURTHER PacifhI.umber PLAN "E LS"FNA nIL NONEmUss 2781 /8 •••CHECKED e�: LARRY" REVISION-1: TO "s u s. CNECIIEDBYREVIE: CMEWAND ENGmEER OF RECORD TO wSORCT00SIGRSPRIORTo TUro RDEIVERY LOCATION: SCALE aEnsloNa & TRUSS COMPANY 3/16"=1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. A 11111 MiTek' MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 17935 WESTWOOD PL2781-B 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. <<-\‘‘' `�c E' PROFFS NGINEFR "o 1/4,w 89200PE 9f 44 OREGON k�� k 14 2Q;‘ P-k- .471111.\- 1401,74Viit 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 y PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 10'— 11.0" OND. 2: Design checked for net 5 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 g (— psf) uplift at 24 "oc spacing. BC: 2x4 KDDF#16BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting TC LATERAL SUPPORT <= 12"OC. UON. system and components and cladding criteria. 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 - T 12 12 6.00 IIM-4x4 4 6.00 3 r+1 2 o /— 1 M f I o o M-3x4 M-3x4 b b 1-00 10-11 y y 1-00 P R°FFs((te .0 : NcNEF /� 9 � 2 :9200P yr JOB NAME : WESTWOOD PL2781—B HOGGANS PARK — Al /ir ''� Scale: 0.5759 ..� 14AlijP WARNINGS: GENERAL NOTES, unless otherwise noted: le Truss: Al Builerand ereclonconroctorshould beatlkedstall GenoCiNotes Thkdesgnis based onyupon meperometeroshown and labranlnd*Itlual �� OREGON �4/ and Warnings before construction commences. buhdkg component.Applicability of design parameters and proper {' A 2.2x4 compression web bracing must be Installed where shown Y. incorporetion of component k the responsibility of the building designer. /O '°1 j 1 A 2�`0.P+ 3.Addhbnal temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords b be laterally braced at Y la the responsibility of the erector.Additional permanent bracing of 2'o.c.and att0'o.c.rcap.ctNeN unless braced throughout their length by ` DATE: 12/22/2015 the overall structure Is me reeponebily designer. N Orin.building continuo's sheathing such as plywood sheathing(TC)and/or drywah(BC). ill R R I L`- applied to any3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K 1 615 2 7 0 4.Ne bee should be a pW componem until after all bracing and 4.Installation(abuse Is the responsibility or the reaper*.contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design bads be tippled to any component, and are for%try condition.'of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge it EXPIRES: 12/31/2017 fabrication,handling,shipment and installation of components. neceawry, 6.This design is furnished subject to Hie limitations set forth by 8.Design be••atedo beth faceiapruss,an December 22,2015 TPIMRCA In SCSI,copies of which will be furnished upon request. 8.li�eets••tn 555 located een�taginline of truss,and placed so their center MTek USA,IncJCompuTrus Software 7.6.7-SP2(1 L)-E 8.Digits indicate etre of plate In inches. 10.For bask connector plate design values see ESR-1317,ESR-1988(MRek) This FIC designLUMBER:preparedLarry from computer input by PACIM LUMBER SPECIFICATIONS TC: 2x4 KDDF CTIOR TRUSS SPAN 10'- 11.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-20) 393 6-3=10) 246 BCB: 2x4 KDDF STAND SPACED 24.0" O.C. 2-3=(-528) 104 6-4=1-20) 393 LOADING 3-9=(-526) 104 - TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4-5=( 0) 50 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 12.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) _ LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -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 lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. -. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.002" @ -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 DEFT. = 0.050" @ 2'- 11.5" Allowed = 0.533" MAX HOP.IZ. LL DEFL = 0.003" @ 10'- 5.5" MAX HOPIZ. TL DEFL = 0.005" @ 10'- 5.5" 5-05-08 5-05-08 T 12 1_ Design conforms to main windfoxce-resisting 6.00 IIM-4x4 E 00 system and components and cladding criteria. 3 4.0" Wind: 140 mph, h=20.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, a - Truss designed for wind loads in the plane of the truss only. 1.1 m � 0 1 = I E . c =4 0 M-3x4 M-1,5x3 M-3x4 0 J' J' b 5-05-08 5-05-08 l 1 1-00 10-11 1-00 y P R 4(c oFFss cD �NGI NE�c9 �O �� 89200PE 1p 144 �r" JOB NAME : WESTWOOD PL2781-B HOGGANS PARK - A2 Scale: 0.4509 / ��--,• WARNINGS: /=.w . Y GENERAL NOTES, unless otherwise noted: WO tz- Truss• A2 1.Builder and erection contractor should be advised of ail General Notes 1.This design k based ony upon the parameters shown and i.bran individual '7G "_OREGON Dr 14,' • and Warnings before construction commences building component.Apptieabity or design parameter.and proper 2.2x4 compression web bracing must be Instated where shown a. Incorporation or.emponeni k tM reePensiblldy of the building designer. / 3.Additional temporary bracing to insure sbbllXy during construction 2.Design assumes the top and bottom chords to be Merely braced at �O -7 Y y A r'f O��� DATE: 12/22/2015 is the respp^&Mmy of the creator.Additional permanent bracing of T c.c.arra et f O o.c.respectively unless braced throughout their length by 1 Y F lb.overat*ebb..*the respenelbly or the building designer. 2econtinuousImpact sheathing suchlateral as cine re a where s andhr arywen(Bc). ill��I�I I✓� SEQ,• K1615271 4.No bad should be applied to any component until after al brad 4.lr tmpaci of truss isor erepracingrequiredoft .Tpreshown t • timebracing 4.Installation oles trusses are to usedility In nosperroeceenviron fasteners arecompleteealie and at no moo sent. any loads greater then B.Design assumes trusses are to be In a non<omoewa environment, TRANS ID: LINK a.aignbadebaeppliodlo.rrycompenent. and are for•dry condition.oruse. 5.Compurrua has no control over and assumes no responsibility forme 8.Design assumes full bearing at el supportsshown.Shim or wedge B EXPIRES: 12/31/2017 fabrication,handling,shipment and installnbn of components. necessary. 6.This design lahmbhedsuedtothe limiationsset foils by S.��^"lbeloes�eden drainage is trees•n December 22,2015 TPUWTOA in SCSI,coB.Pietas old be iocatad on both faces of trues,and placed co Meir center plea of which will be furnished upon request. lines coincide with joint center linea. Wee USA,IncJCompuTrus Software 7.6.7-SP2(1 L}E 9.Digits indicate she of plass in bebes. 10.For bask connector plate design values see ESR-1311,ESR-1088(MiTek) 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#15BTR 18-05-08 GIRDER SUPPORTING 24-06-00 1- 2=(-10774) 2492 1- 9=1-2148) 9470 9- 2=( -608) 2746 6-13=(-234) 1138 BC: 2x6 KDDF SS LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=1 -8168) 1918 9-10=1-2122) 9352 2-10=(-2598) 636 WEBS: 2x4 KDDF STAND; 3- 9=( -6144) 1470 10-11=1-1570) 7090 10- 3=( -612) 2686 - 2x4 KDDF STUD A LOADING 4- 5=( -6142) 1470 11-12=1-1468) 6668 3-11=(-2578) 634 LL = 25 PSF Ground Snow (Pg) 5- 6=( -7644) 1788 12-13=(-1712) 7E84 11- 4=1-1236) 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 E- 7=( -8806) 2018 13- 7=(-1722) 7732 11- 5=1-1908) 472 BC LATERAL SUPPORT <= 12.0C. UON. TC UNIF LL) 12.5)+DL( 3.5)= 16.0 PLF 1'- 0.0" TO 17'- 5.5" L 7- 8=1 0) 50 5-12=1 -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 BAG REQUIRED BRG AREA @@ADDL: BC CONC LL+DL= 2263.0 LBS @ 2'- 6.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x.4 or equal at non-structural 0'- 0.0" -1672/ 7220V -89/ 83H 5.50" 11.55 KDDF ( 625) vertical members loon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 18'- 5.5" -1311/ 5606V 0/ OH 5.50" 8.97 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �' ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Attach 2 ply with 3^x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. nails staggered: i D 'COND. 2: Design checked for net(-5 �1/ 9" oc in 1 row(s) throughout 2x9 top chords, 9 psf) uplift at 24 "oc spacing. 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 T f f 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, Ex B, MWFRS(Dir), 6.00 M-4x6 Q 6.00 load duration factor=l.6, Exp .B, Orr End vertical(s) are exposed to wind, M-3x3 .(-'( M-3x5 Truss designed for wind loads M-3x5 - M-3x5 in the plane of the truss only. M-3x5 *044. M-3x5 M-3x5 3 M-2.5x9 or equal at non-structural diagonal inlets. 00 M-3x5 M-3x5 „Ave �� M-3x5 Truss designed for 4x2 outlookers. 2x4 let-ins M-3x6 * "Itke M-3x4 of the same size and grade as structural top M-5X16 chord. Insure tight fit at each end of let-in. M-3x5 2 6 Outlookers must be cut with care and are �� permissible at inlet board areas only. M-3x5 � M-5x16 0 li k llkh ...kW rn cr ,11 j 9 10 11 12 13 0 M-3x10 M-3x5 M-5x8 M-3x4 M-1.5x3 0 y +2'_638 r 1 y y ). )' 3-10-09 2-06-05 2-09-13 2-09-13 2-06-05 3-10-09 �(�Q P R OFF J• 18-05-08 y1-00 y r".., �NGW�c6:51 s/0 2 .� 89200PE 9r • JOB NAME : WESTWOOD PL2781-B HOGGANS PARK - BH1 �/ Scale: 0.297E ` 11111°.. /' -- WARNINGS: GENERAL NOTES, unless otherwise 9 OREGON Truss: BH 1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and N bran Individual L and Warnings before construction commences. building component.Applicability of design parameters and proper L4/ '\ 2.244 compression web bracing must be metalled where shown o, incorporation of component is the responsibility of the building assigner. / q l� 3.Additional temporary bracing to insure stability during construction 2.Design assumes me top and bottom chords to be laterally braced et O / 14 2-6\�P� is the responsibility of the erector.Additional permanent bracing of 7 oc.and at 1crse o.c.rospea,plywoodly unless braced(TE)throughout thele length by DATE: 12/22/2015 the overall structure*the re continuous steaming such as sheathing(TC)ess a drywan(BC). p R'Ly responsibility of the building designer. 3.2s Impact bridging Sr n end bracing required where shown++ ►1 SEQ.: Ki 615 2 7 2 4.No load should be applied to any component until alter all bracing and 4.Insalatlon of buss Is the responsibility of the respectbe contactor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses Sr.to be used in a noncorrosive environment, TRANS ID: LINK design beds beapplied toany component. and are for"dry condition'ofuse. 5.CompuTne has no control over and assumes no responsibility forme 8.Design assumes NH bearing at al wppods shown.Shim or wedge if EXPIRES: 12/31/2017 fabrication,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 set form by 8.Plates Ahab be located on both aces or truss,and placed so their center TPIIWICA in BCS!,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sire of plate In inches. MiTek USA,InoiCompuTses Software 7.6.7(1 L}E 10.For bask connector pate design values see 655-1311,ESR-1988(MlTek) ThiCIFICs designLUMBERpreparedLarry from computer input by ... PA : M LUMBER SPECIFICATIONS TC: 2x4 KDDF CTIOR TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 SPACED 24.0" O.C. 2-3=(-53) 50 2-4=(-1) 1 LATERALTC SUPPORT <= 12"OC. UON. 2-3=(-53) 50 BC LATERAL SUPPORT <= 1""OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT DL ON BOTTOM CHORD = 10.0 PSF MAX REACTIONSHORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0^ LOCATIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -90/ 297V -4/ 34H 12.00" 0.48 KDDF ( 625) 12 0'- 11.2" -43/ 21V 0/ OH 1.50" 0.03 KDDF ( 625) LL = _5 PSF Ground Snow (Pg) 1'- 0.0" -56/ 28V 0/ OH 0.00" 0.00 KDDF ( 625) 6.00 1:-.7- LIMITED 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 = 0.003" @ -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), 3 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. rn O 111ill O f rn 4, PAMO O f i1 4 M-3x4 b l b 1-00 1-00 xc�EG PROFFss ��5 �NGI NEER �0 2 c' 89200PE �t- JOB NAME : WESTWOOD PL2781-B HOGGANS PARK - BJ1 Scale: 1.1066 411PWARNINGS: 4 / Mmw t.Builder and erection contractor should be advised of ant General Notes GENERAL NOTES, unless ss otherwise noted: ' Cr Truss: BJ1 7.Thiadgcompoent.Apn le based iyuponmepesignpnmeters shown and proper yL - OREGON ." "o and Warnings before construction commences. building component.Applkabglty of design parameters ant Proper ay 2.2r4 compression web bracing must be Installed where shown*. Incorporation of component k the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be glerally braced at /O Y 14 2p�P+ DATE: 12/22/2015 is Ms responsibility of the erector.Additional permanent bracing or 2'0.4 and et 10'Data respectively unless braced throughout their length by the overa8 structure Is the responsibility or the buidbg designer. continuous ridging or such as plywood sheathing(TC)whesown 4 drywall(BC). M .�7 I L� SEQ.: Ki 615 2 7 3 4.No load should be applied to any component until alter al bradng and 3.Installation of bilrruss or lateral e reesppooncielblf required where contractor. fasteners are complete and al no time should any bads greater than 5.Design assumes busses are to be used In.noncorrosive environment, TRANS ID: LINK d.,lgnbadebe.ppaedb.mcompon.M. and.reror"dry arose. 5.CompuTma has no control over and assumes no responsibility for the 6.Design assumes Ng bearing at al supports shown.Shim or wedge l fabrication,handling,shipment and installation of components. 7. 8n assumes um EXPIRES: 12/31/2017 s provided. 6.This design Is fumished subject to the gmkalbns set forth by 8.b es shai be bested uon both Noes ate drainage iof truss,and placed so Meir center TPIAWCA in SCSI.copies of which coq be furnished upon recluse*. lines coincide cosh joint center lines. December 22,2015 MITek USA,Inc.ICompuTrus Software 7.8.7-SP2(1 L}E 9.Digits Indicate size of plate In Inches. f 0.For bask connector pate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 9'— 7.0" 'COND. 2: Design checked for net(-5 TC: 2x9 KDDF #1&BTR 9 psf) uplift at 29 "oc spacing. BC: 2x9 KDDF #168TR LOAD DURATION INCREASE = 1.15 SPACED 29.0" O.C. Design conforms to main windforce—resisting TC LATERAL SUPPORT <= 12"OC. UON. system and components and cladding criteria. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=20.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. - LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. — 4-09-08 4-09-08 T 12 6.00 � 12 Q 6.00 IIM-4x4 3 2 n 9 000 cr 0 7 1 / //////////////////////////////////////////////////////////////////////i/ o 0 5 - t M-3x4 0 M-3x4 b b 1-00 y y 9-07 1-00 40!k P R Ope �N.D ENGIN F6>6:5�0 Q :9200 P E -9r JOB NAME : WESTWOOD PL2781-B HOGGANS PARK - C1 Scale: 0.5915 WAGS: GENERAL NOTES, unless otherwise noted: 1/ [}+ WARNINGS: Truss: C 1 1.Bulkier and eroctlon contractor should be advised of all General Notes 1.This design N based only upon the parameters shown and Is for an individual -9G "i OREGON /s., , and Warnings before construction commences. building component.Applicability of design 2.2x4 compression web bred iron Non of parameter and proper ng must be installed where shown i. (pore component k the responsibility of me building designer. 3.Addhbnel temporary bracing to Insure stabMMv during construction 2.Design assumes Me top and bottom dards to be throughout braced at /Q '`i Y 14, 2O�P-}- is the respnnsibidty of the erector.Additional permanent bracing of 2'o.c.and N 70'o.c.such a,respectively unless braced throughout thele length by DATE: 12/22/2015 the overall structure is the reeponsblRy of the budding designer. continuous sheathing etch as plywood sheathing(TC)amber drywall(BC). MSA R I L\ 4.No bad shoeki be applied to any4.In Impact sham Is lateral bredrg required where shown contractor.a Tr SEQ.: K1615275 DW component arta(geradrt aro 5.Designtas umes trisms re to o be eof a ospeaos envion fastenersignN are complete to at no timempo should any beds greater than 5.a Design assumes busses are tope used In a non-corrosive environment, TRANS ID: LINK aeelgnki.aebe.pptieeta.moomponem. .nd.refor•ery condition.erwe. 5.CompeTnn has no control over and assumes no naponsibglty for the 6.Design assumes NII bearing et al supporta shown.Shim or wedge H EXPIRES: 12/31/2017 necessfabrication,handling,shipment end Installation of components. 7.Design asaumes adequate drainage is provided. 8.This design A lumished subject to the limitations set forth by 8.Plates shellbe located on both feces of tmss,end placed so their center December 22,2015 TPNWTCA In BCW,copies of which MU be furnished upon request. Ibros cohMde with joint center fines. MTek USA,Inc/CompuTrus Software 7.8.7-SP2(1 L)-E 9.Digits indicate size of pate In kahes. 10.For bask connector pate design values see ESR-1311,ESR-1988(MTek) 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) i TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 9'- 7.0" V BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"01. 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/ 40H 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. Attach 2 ply with 3"x.131 DIA GUN nails staggered: 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 "cc spacing. 9" oc in 1 row(s) throughout 2x4 top chords, 6" oc in 2 rows) throughout 2x6 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 2 row(s) throughout 2x6 webs. MAX LL DEFL = -0.020" @ 4'- 9.5" Allowed = 0.433" 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 f f 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.e, MWFRS(Dir), load duration factor=1.6, 4.0" End verticals) are exposed to wind, 2 "'..7.1W1.7( Truss designed for wind loads in the plane of the truss only. 111 111 M-5x10 111 M-5x10 I ! `� 1 P O I 1 11.-- _11 i O 4 .13 �O M-3x8 )' l 1 4-09-08 4-09-08 J' 9-07 y _co PRope-r, ��''���NG NEk- `r/ Nz 89200PE 9<' JOB NAME : WESTWOOD PL2781-B HOGGANS PARK - CGIRD Scale: 0.529Eje:. WARNINGS: GENERAL NOTES, unless otherwise noted: O GC Bulkier be bused ,l '7ii.OREGON lV Truss: CGIRD .4%, and Wamirgs before construction commences, buR°Mg component.Applicability of desgn perimeters and proper 2.2x4 compression web bracing must be Instaed where shown+. Incorporation of component k the responsibility of the building designer. <O 1l 14 't1O) 1 3.Additional temporary buiGng to Insure stability during construction 2 Design assumes the top and bottom a be to be Literoltyd tft. at I/ �T Is the responsibility of the evader.Additional permanent bracing of 2'o.c.and at ICY o.c.stall s,respectively antes braced throughout their length by �j IO- DATE: 12/22/2015 the oven.structure Is the responsibility of the building designer. continuo's sheathing such as plywood sheathing(TC)and/or drywre6(BC). M �1 R 3.2x Impact bridging or Literal bhang required where shown++ SEQ.: Ki615 2 7 6 4.No bad should be applied to any component until after all tuning and 4.Installation a/tmes Is the responslblRy of IM reaped..contractor. fastener.are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads beapplied toany component. and erefor-bycondmon•ofuse. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fun bearing at all supports shown.shim or wedge it EXPIRES: 12/31/2017 fabrication,handling,shipment and Installation of components. ^wewaty' 6.This design b furnished subject to the Iimnatwns set forth by 6.�tn^µ.lube located eefeduon�bothifacesnage lofs tnmq and placed so their center December 22,2015 TPIIW1'CA In SCSI,copies of which will be furnished upon request. lines coined.with joint center lines. 9.Digits Indicate size of plate In inches. MTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MITek) This design prepared from computer input by - Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 31'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF#15BTR SPACED 29.0" O.C. 1- 2=( 0) 70 2- 8=(-363) 2249 8- 3=( 0) 338 WEBS: 2x9 KDDF STAND 2- 3=(-2593) 499 8- 9=(-365) 2245 3- 9=(-853) 266 LOADING 3- 9=(-1708) 405 9-10=(-406) 2245 9- 4=(-126) 871 "' TC LATERAL SUPPORT <= 12"OC. UON. 4- 5=(-1708) 405 10- 6=(-903) 2249 9- 5=(-853) 265 LL( "5.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2593) 498 BC LATERAL SUPPORT <= 1""OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5-10=( 0) 338 OVERHANGS: 19.3" 19.3" TOTAL LOAD = 42.0 PSF 6- 7=( 0) 70 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. !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 = -0.124" @ 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 HOPIZ. LL DEFL = 0.051" @ 30'- 6.5" MAX HORIZ. TL DEFL = 0.086" @ 30'- 6.5" Design conforms to main windforce-resisting 15-06 15-06 system and components and cladding criteria. 8-02-08 7-03-08 7-03-08 8-02-08 T Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ,r (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 T T load duration factor-1.6, 12 End vertical(s) are exposed to wind, 5.00 p I IM-9x9 Q 5.00 Truss designed for wind loads in the plane of the truss only. 4.0" , 4 •.0 -411444 1.0" M-3x9 M-3x4 3 + + M 0 4' " ca M 0 8 I M-3x5 M-1.5x3 90.25" M-115x3 7i M-3x5 0 M-5x8(5) l y y b CEOl R ' - s y 8-00-12 7-05-04 7-05-04 8-00-12 b b ��5 NGINE�9 1 07-09 O 31-00 1-07-04 ,,C/ 2 89200PE �� JOB NAME : WESTWOOD PL2781-B HOGGANS PARK - D3 _/� Scale: 0.1981 ._ WARNINGS: . ..' GENERALNOTES, unbar otherwhe rwled: TrussD3 1.Builder and erecgon contractor shouldbe advised of all General Notes 1.This design A based only upan the parameters shown and s for an individual �/ OREGON A4, and Wanting.before construction commences. budding component.Applicability of design parameters and proper 2.2s4 compression web bracing must be installed where shown o. Incorporation of component is the responsibility 3.Additional tem 2 De Po itY of the bul5118,designer. porary bracing to insure sabWy during construction Design assumes me lop and bottom chords to M atereity bread at O A is the responsibility of the erector.Addabnel permanent bracing of 2'o.c.and at 1 O o.c.rospe., y unless braced throughout thele length Y aye. DATE: 12/22/2015 continuous sheathing char M 2O�•' the overall structure Is me responsibility of the budding designer. g su plywood sheathing(TC)and/or drywall BC.3.2t impact bddging or latent braciMFR R ILA_ SEQ.: Ki 615 2 7 7 4.No bed should be applied to any component until after all brining and 4.Installation Ohms s the responeibibllty of the Nrequired where contractor. fasteners are compote and at no time should any bade greater than 5.Design assumes busses are to be used b a non.orosive environment. TRANS ID: LINK design load,be applied to any component. and ant tor'fry condition.'or use, .g for me 8. e esssumea full bearing at a1 suppers shown.Shim or wedge a 5.Compul,un has no control over and assumes no responsibility EXPIRES: (2/31/2017 necessary. fabrication,handling,shipment and installation or components. 7.Design assumes adequate drainage Is provded. 6.Old,design is furnished subject to the limitations set forth by 8.Pates shall be located en both sees of truss,and paced so their center December 22,2015 TPIM?CA In SCSI,copies of which will be furnished upon request. linea coincide with joint canter linea. MiTek USA,Ine.ICoerpUTru8 Software 7.6.7(1L)-E 9.Digits indicate she of phte In Inches. 10.For bask connecter pas design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 30'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 70 2- 7= ( 0) 337 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2- 3=(-2518) 511 7- 8=(-423) 2223 3- 8=(-853) 265 WEBS: 2x4 KDDF STAND 3- 4=(-1683) 403 8- 9=(-408) 2175 8- 4=(-137) 850 LOADING 4- 5=(-1682) 418 9- 6=(-405) 2179 B- 5=(-802) 253 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2478) 514 5- 9=( 0) 331 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" -230/ 1483V -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 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 = -0.118" @ 15'- 6.0" Allowed - 1.492" MAX TL CREEP DEFL = -0.241" @ 15'- 6.0" Allowed = 1.989" MAX HOPSZ. LL DEFL = 0.050" @ 30'- 3.5" MAX HOP.IZ. 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=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 15-06 15-03 load duration factor=1.6, f f End vertical(s) are exposed to wind, 8-02-08 7-03-08 7-03-08 7-11-08 Truss designed for wind loads f f f f ,r in the plane of the truss only. 12 5.00 ' IDM-4x4 12 Q 5.00 4.0" 4 4''C( 1.0" M-3x4 M-3x4 3 rn o r o 0 1 - 7 8- ,r. B frII o M-3x5 M-1.5x3 0.25" M-1.5x3 M-3x5 **6 o M-5x8(5) y y y y !�lv rs8-00-12 7-05-04 7-05-04 7-09-12 CD` ‘AGI E` es y l �� -AO 1-07-04 30-09 '(V9� 89200PE r JOB NAME : WESTWOOD PL2781-B HOGGANS PARK - D3X Scale: 0.2004 L WARNINGS:der' O. EN dolgais NOTES, unless on the parameters ."7, 4...„ OREGON R �i Truss• D3X n CZ- 7.anhlerantlerection conndorshoutsbeadvised or ell Geotel Notes 1.TVs design lebasedonlyupon tln design parameters and isofor anIMNbual and Warnings before conalructbn commences. building component.Applkablllly of tleaign p.ramelere end proper 2.254 compression web bracing must be Instekd where shown.. Incorporation or component la the responsibility of aro building assignor. {' 3.Additional temporary bracing to Insure s"bllay during consinxibn Z.Design assumes the top and bottom chords to be Mteraly bread et /O r •'4 2O��� Is the responsibility of the erector.Additional permanent eredng of 7 o.c.and at 1P o.c.respedivaty unless braced throughout their length by ` � DATE: 12/22/2015 the overall structure is the responsibility mg signer. 3.24 icontimpact sheathing such as plywood air a vAere s condor dryweS(BC). �R R I I✓r apomotsp netts nt l a de pad belling or lateral bre bbi ty of respective shown ba SEQ.: Ni 615 2 7 8 4.No bed should be appaad b any component until'ear al bracing and 4.Ins"Mlbn of truss la raw responalbifty oltM roapactive contr.dor. fasteners are ample"and at no tine should any bads greeter than 5.Design assumes trusses ere to be used In a nonorrosNe environment, TRANS I D: LINK deelgn loads be applied to any compuneM. and are for'dry ccorntmon•of use. 5.CempuTnr has no control over and assumes no responsibility forme 6.Design assumes and bearing m a1 supports shown.Shim or wedge a EXPIRES: 12/31/2017 fabrication,handing,shipment and inelallslbn of components. neawry. '.Designassumeslbelesdedu.tedrainage isfaceso provtons`d. n December 22,2015 6.This design la furnished ,015 to the limitations set font by 8.Plates shat be basted on bon"sus of tons,and pieces co noir center TPVVVTCA In BC51,copies of whkh will be furnished upon request. knee coincide with joint center lines. MiTek USA,IncJCompuTrua Software 7.6.7(1 LYE 9.Digits inmate sire or plate In Inches. 70.For bask connector plate design values see E5R-7311,ESR-1988(MlTek) 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: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=1-13682) 2916 1- 8=(-2649) 12986 8- 2=( -130) 702 11- 6=(-696) 284 BC: 2x4 KDDF #1&BTR; SPACED 29.0" O.C. 2- 3=)-13159) 2822 8- 9=(-2636) 12952 2- 9=( -916) 120 6-12=( 0) 328 2x8 KDDF#1&BTR el 3- 9=( -7129) 1472 9-10=(-2936) 11640 9- 3=(-1156) 5168 WEBS: 2x9 KDDF STAND; LOADING 9- 5=( -9038) 834 10-11=1-1222) E369 3-10=(-5934) 1370 ` 2x9 KDDF STUD A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -9078) 826 11-12=1 -732) 9270 10- 9=( -672) 3260 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -4786) 856 12- 7=( -730) 9279 9-11=(-3620) 834 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. 11- 5=( -529) 2736 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) JT 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) --�� ( 2 30'- 9.0" -393/ 2264V 0/ OH 5.50" 3.62 KDDF ( 625) ) 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: o 9" oc in 1 row(s) throughout 2x4 top chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9" oc in 2 row(s) throughout 2x8 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. [COND. 2: Design checked for net(-5 psf) uplift at 29 c spacing. 9'• oc in 1 row(s) throughout 2x9 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = 0.147" @ 10'- 3.6•' Allowed = 1.992" ** For hanger specs. - See approved plans MAX TL CREEP DEFL = -0.464" @ 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=22.4ft, 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, f q Truss designed for wind loads 4-01-12 2-00 4-05-05 9-10-15 7-09-06 7-10-10 in the plane of the truss only. T f 12 f T T T 4 5.00 " M-4x6 12 Q 5.00 4.0" 5 ,(-;( ilillillit M-3x6 3.0" 9 It,' M-3x9 M-9x8 6 3 M-3x6 ✓ 1- A + +. m =,' IrllhllIllIlIllIllIllIllIllIllii„- rc; of 8 9 10 1' u. 'f 12 0.25" o o M-4x10 M-3x4 M-7x12 •25,r M-1.5x3 M-3x5 I -M-10x10(5) M-5x8(5) 1. 1301# 4522# 1 y y 1 •< ¼ 0 PRop 4-00 1-10-04 4-05-05 5-02-07 7-06-02 7-08-14 y �\CD `+\GINE ` X02 y V` 6) 30-09 89200PE �� JOB NAME : WESTWOOD PL2781-B HOGGANS PARK - D5 �j-.•- Scale: 0.2020 401P _ WARNINGS: GENERAL NOTES, unless otherwise noted: 0 Truss: • D5 CC 1.Sunder and erection contractor should be advised or all General Notes 1.This design is based only upon the parameters shown and is for an individual '9G OREGON �� and Wamings before conahucoon commences. bulking component.Applicability of design parameters end proper 2.244 compression web bracing must be inahbd where shown 5, incorporation of component k the responsibility of me building designer. <O tt 1' 2.SI - 3.Adtlhional temporary bracing to amours stability during construction 1 2 Design assumes the lap and bottom dards b be kindly braced at _7 7 is the roaponeibllty of the erector.Additional permanent bracing of Y o.c.and at 10'o.c,respectively unless braced throughout their ell)5 by A-� '0'' DATE: 12/22/2015 the overax structure is the responsibility Oka building de continuous sheathing such as*WOWw sheathing(TC)snot drywell(Sc). 'y� g "ef' 3.2a Impact bddgkg or Wend bredrg required where shown♦e• R R I L SEQ.: K 1 615 2 7 9 4.No load should be applied to any component until alter Cl bredng and 4.lmkgatkn of trues la the reapoae@Rty or the reapedNe contractor. fasteners ere complete end at no time should any loads greater than 5.Design assumes bosses are to be used in a non-corrosive environment TRANS ID: LINK design bade be applied to any component. end are kr•dry condition.ofuse. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing el ml supports shown.Shim or wedge if EXPIRES: 12/31/2017 sea fabrication,handing,shipment and Installation of components. ^xne ^y' 6.This desgnisfumkhadsubject to the kmaalbnsset bdhby 8.Detessheihsign Woatadneot facenage s trussed. December 22,2015 TPINJICA in SCSI,cedes of which will be farnlehed upon8.Inns o Nmol a located on both pees of iotas,and placed ss their center rcqusat. Nees cebdM with joint center lines. MRek USA,IncJCom(wtTrus Software 7.6.7(1 L}E 0.ages indicate size of plata in bans. 10.For basic connector plate design values see ESR-1311,ESR-1088(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TC: 2x9 KDDF#1&BTR TRUSS SPAN 24'- E.0^ IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 BC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -517) 199 6- 7=( -65) 135 6- 1=(-1092) 231 B- 9=(-633) 262 WEBS: 2x9 KDDF STAND SPACED 24.0" O.C. 2- 3=(-106E) 279 7- 8=(-109) 586 1- 7=( -302) 1075 4- 9=( 0) 327 3- 4=(-1070) 296 8- 9=(-304) 1639 7- 2=( -824) 356 TC LATERAL SUPPORT <= 1="OC. UON. LOADING 4- 5=(-1887) 399 9- 5=(-301) 1644 2- 8=( -5) 331 ` BC LATERAL SUPPORT <= 1."OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF 8- 3=( -39) 408 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA *+ For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE 55.I14. (SPECIES) _ LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -128/ 1016V -159/ 89H 5.50" 1.63 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 24'- 6.0" -133/ 1042V 0/ OH 5.50" 1.67 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. J 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'- D.5" Design conforms to main windforce-resisting system and components and cladding criteria. 9-03 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 15-03 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I. '' load duration factor=1.6, 1-11-08 7-03-08 7-03-08 T7-11-08 End vertical(s) are exposed to wind, f Truss designed for wind loads 12 in the plane of the truss only. 5.00 IIM-4x4 1= 1 Q 5.00 4.0" 3 nt+( 1.0" M-3x4 2 M-3x4 M-3x4 ..., 1 f r 0 i N ..-- .H:\z1 Nil M-1.5x3 0.25" 9 +.s o M-1.5x3 M-3x4 1 M-3x4 M-5x8(5) o y l y l i' 4�V•ED PROF., 1-08 7-07 y 7-05-04 7-09-12 24-06 y ��`5 �NGINEFg s�0 2 89200PE ter' JOB NAME : WESTWOOD PL2781-B HOGGANS PARK - D6 laliP/� Scale: 0.2400 / WARNINGS: GENERAL NOTES, unless otherwise noted: . ay Truss: D6 1.Builder and erection contractor•gen uldeso be advised of all General Notes t.This building psnant only upon me parameters shown alalefor oper Actual O,�OREGON }Ix �IVG` and Wamings before construction commences. building component. o en of design parameters and proper 2.2s4 compression web bracing mast be Inatsietl where shown+, incorporation of component la the respornlbBty of the balding designer. 3.Additional temporary bracing to insure sbbgay during construction 2.Design auumea Me top and bottom chorda to be laterally braced at '1)- 14 2�1 DATE: 12/22/2015 is Me napenslblEp of the erector.Additional permanent bruin()of 2'tio.and at 1G e.c.respectively unless braced throughout their length by �P the ether"sessture Is the fesponslbgty of the building designer. continuous naps ahging or such lateral b alywoodcing re stieathing(TC)e s ownandtor•tlrywell(BO). � � I 0- SEQ.: K1615280 4.Noload shoudbeapplied to any component until after albrad 4.2alestionct fungi therepndngtyofthdwhpreshewn+♦ fasteners are complete and at no time should badsa� 5.Dasiggntas ume�s le w to be Dinh•respective co environ TRANS ID any greater than 5.Deny trusties are of used m.nan<o oNwe.environment, LINK design bads be to any component. and are for'Wry canalnon^or u... 5.CompuTrua has no control over and assumes no responsibility for Me 6.Design assumes lull bearing at e8 supports shown.Shim or wedge If fabrication,handling,shipment and installation of components. necessary. EXPIRES: 12/31/2017 6.This design la Nmhhed subject to the limitations set forth by 7.Design assumes adequate drainage Is provided. TPBWIDA In SCSI,copies of which will be furnished upon request. 8,IIneePlates collyddeewith Joint cerMrrllfaces irne of Inns,and placed so their canter December 22,2015 MTek USA,Inc./CompuTfus Software 7.6.7(11)-E 9.Digits indicate aloe of plate in Inches. 10.For bask connector plate design values see ESR-1311,ESR-7988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 29'- E.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF#1&BTR 1- 2=( -942) 300 9-11=( -56) 116 9- 1=(-977) 321 6-13=( -29) 397 WEBS: 2x4 KDDF STAND SPACED 29.0" O.C. 2- 3=( -934) 365 10-12=1 -14) 65 1-11=(-277) 95813- 7=(-651) 199 3- 9=( 0) 0 12-13=(-197) 1073 2-11=(-239) 155 7-14=( 0) 290 LOADING 3- 6=( -90E) 369 13-14=(-372) 1677 10-11=( 0) 55 TC LATERAL SUPPORT <= 1="OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. 5- 6=( 0) 0 14- 8=(-370) 1681 11-12=(-199) 853 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 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 12- 6=(-292) 88 ALL FLAT TOP CHORD AREAS NOT SHEATHED - LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 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) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 24'- 6.0" -161/ 1042V 0/ OH 5.50" 1.67 KDDF ( 625) ** For hanger specs. - See approved plans 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 = -0.059" @ 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 3-09-08 3-03-13 1-09-Ob-06-11000-19 6-04-07 T Design conforms to main windforce-resisting f ,� 7-00-06 system and components and cladding criteria. Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, 7-09 13-09 (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), load duration factor=l.6, 12 T End vertical(s) are exposed to wind, 5.00 D M-4x10.1 5 M-6x6 12 Truss designed for wind loads 4 5.00 in the plane of the truss only. 6 M-1.5x3 2 M-3x9 M-3x9 /- 1 f 0 t 0 N , ` - 9** 0 11• '-- O M-1.5x3017 ' i 10 13 'O M-1.5x3 M-3x8 0.25" 14 6 M-1.5x3 M-3x4 i M-5x8 M-5x6(S) 1 1 1 1 1 1 3-09-08 3-05-09 4-01-10 6-02-11 6-10-10 y 3-07-12 1 1 4�� p PRa -cl 20-10-04 24-06 1 ��\� NGINE9 `�io2 89200PE �C JOB NAME : WESTWOOD PL2781-B HOGGANS PARK - D7 Scale: 0.2275j :. WARNINGS: GENERAL NOTES, unless other Ise noted: O /yam Truss: D7 1.Builder and e'ecpen contractor ehouM be edulsed otag General Notes t.This design le based only upon the parameters shown and is for en Individual -9L 4/OREGON � �� and Warnings before construction commences. building component.Appliubil/ty of design parameters and proper 2.204 compression web bracing moat be Metaled where shown.. Incorporation of component b the responsibility of the building designer. 1 3.Additional temporary bracing to insure stability during conebuntbn 2.Design assumes me top and bottom chords to be leterely bread et �O '9}� 14 20'�R>/:.- i.Is me responsibility of the erector.Additional permanent bracing o! Y o.c,and a110'o.c.roapectivey orales braced)TC)throughout their kith by (� DATE: 12/22/2015 the overall structure Is the responsibility of the building designer. 24Impacontinuis ridging or sten as plywood aired*4/ere shown•tlrywa8(BC). ��R R 1 L�- V 3.2s Impact bridging hterel bracing required the Mhpe t SEQ.: K1615 2 81 4.No load should be applied to any component until agar al bracing and 4.Installation of hug is the responsibility of the respective contractor. fasteners are complete and at no lime should any bads greater than 5.Design assumes buss.s are to be used In a non-corrosive environment. TRANS I D: LINK design toads be applied to any component. and are for•try condition'.of use. 5.CompuTnn has no control over and aseunres no responsibility forme B.Deeeuignn names Ng bearing at all supports shown.Shim or wedge H EXPIRES: 12/31/2017 fabrication,handing,shipment and Retaliation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the limitations set font by 8.Plates anal be located on both faces of truss,end planed so their center December 22,2015 TP WJICA in SCSI,copies of Mach will be furnished upon request. lines coincide with joint center lines. MirkUSA,Inc./CompUTfus Software 7.6.7(1 L}E 9.Digits Indicate We of plate in Inches. 15.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 31'- 0.0" TC: 2x4 KDDF #13BTR IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 BC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 70 2-12=(-936) 2306 12- 3=( 0) 234 WEBS: 2x4 KDDF STAND SPACED 29.0" O.C. 2- 3=(-2601) 570 12-13=(-939) 2304 3-13=(-991) 178 3- 4=(-2081) 510 13-14=(-372) 1983 13- 4=( -70) 531 - LOADING 4- 5=( 0) 0 14-15=(-481) 2304 13- 6=(-217) 128 TC LATERAL SUPPORT <= 12jOC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. 4- 6=(-1855) 506 15-10=(-978) 2308 6-19=(-217) 128 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 NOTE: 2x4 BRACING AT 24"01 UON. FOR 8- 9=(-2081) 510 9-15=( O) 234 _ ALL FLAT TOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground Snow (Pg) 9-10=(-2601) 570 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10-11=( 0) 70 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 19.3" 19.3" BEARING MAX VERT MAX HORZ BRG REQUIRED BAG 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" -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. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.017" @ -1'- 7.3" Allowed = 0.160" MAX TL CREEP DEFT, = -0.018" @ -1'- 7.3" Allowed = 0.214" MAX LL DEFL = -0.129" @ 15'- 6.0" Allowed = 1.504" MAX TL CREEP DEFT, = -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 DEFT, = 0.085" @ 30'- 6.5" 12-01-13 6-08-06 12-01-13 Design conforms to main windforce-resisting fsystem 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=^_1.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f ( f f 12 T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5.00 17 4 5.00 M-4x6 M-4x6 12 load duration factor=l.6, q5 M-3X4 7 Truss designed for wind loads 6 N, in the plane of the truss only. M-3x4 3 M-3x4 IA Ns 0 rn % & si. iya o 0 1 12 ® : 1 I 19 15 i s 1 p o M-3x5 M-1.5x3 M-3x8 M-3x5(S) M-3x8 M-1.5x3 M-3x5 l ). b Y ), b 1 0 6-04-10 5-04-10 7-05-08 5-04-10 6-04-10 �.��EO PROF-sl y y14-00 17-00 Gi - F9s/�y ,L y y �� �1-07-04 31-00 1-07-04 �G :9200P 9r JOB NAME : WESTWOOD PL2781-B HOGGANS PARK - DH1 �1 Scale: 0.1981 - ( j41111P MO Cr WARNINGS: GENERAL NOTES, unless otherwise noted: Truss: DH 1 1.Builder and erection contractor should be adesea of all General Notes 1.Thh design k based only upon the parameters shown and Is for an Individual -71.... ",OR EG O N R �lv and Warnings before construction commences. building component Applkabllly of design parameters and proper 2.2x4 compression web bracing mud be installed where shown e. incorporation of component M the responsibility of the building designer. "1`' 2.ON��4 3.Additional temporary bracing to hawse stability during construction 2.Design aewmes Me fop dna bosom a braced robe laterally bread at /O / 7 4 la the reaponslblEy of the erector.Additional permanent bracing of c o.c.and at IV o.c.respectively unless brecetl throughout their length by 41 DATE: 12/22/2015 the overall structure b the responsibility of the building designer. 2erNnuaus sheathing such as plywood aped where and/or drywall(BC). R SEQ. K1615282 4.No load should beepplkdto any component until after albrad 3.2slmpact or ho ortherelbrsdrgrpWrcdwhereshown+« R L� ng and 4.IMhMlon of inns is the are oneroify of the respective contractor. fasteners are complete and at no time should any loads greater than B.Design assumes trusses are to be used In a noncorrosive environment, stgn fosco be.pp sa ro a ry eomponent. end are for condition"of use. TRANS I D: LINK d. S.CompuTruahes nocontrol over and assumes noresponsibility for the 6.Design assumes full bearing atci supportsshown.Shim orwedge N EXPIRES: 12/31/2017 fabrication,handing,shipment and Installation of components. necessary. 8.This design ifurnished subject tothe liimiationsset rodhby 8.Designassumeseloadedoneofagetsproas, December 22,2015 8.Plates ahal be loaded on both faces of inns,and placed so Meir center TPbWfCA in SCSI,copies of which wM be furnished upon request. Nnes coincide with joint center lines. Wick USA,Inc./Compu7rus Software 7.6.7-SP2(7 L}E 9.Digits Indicate size of plate in Indus. to.For bask connector plate design values see ESR-1311,EBR-t988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 28'- 0.0" 1 TC: 2x4 KDDF #15BTRIBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 BC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 70 2- 7=(-915) 1979 3- 7=(-939) 271 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2- 3=(-2292) 502 7- 8=(-178) 1300 7- 9=(-123) 694 ss 3- 9=(-1962) 462 8- 6=(-908) 1983 9- 8=(-121) 702 LOADING 4- 5=(-1964) 473 8- 5=(-993) 269 TC LATERAL SUPPORT <= 1="OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=(-2299) 512 OVERHANGS: 19.3" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 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. A '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 = -0.098" @ 18'- 5.5" Allowed = 1.354" MAX TL CREEP DEFL = -0.197" @ 18'- 5.5" Allowed = 1.806" MAX HORIZ. LL DEFL = 0.037" @ 27'- 6.5" MAX HOP/Z. TL DEFL = 0.060" @ 27'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 14-00 14-00 Wind: 140 mph, h=22.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7-03-12 6-08-09 6-08-09 7-03-12 load duration factor=1.6, Tr I 12 I I I f inuss thedplane eoffor thewind trussoads only. 5.00 " M-4x6 12 Q 5.00 4.0" 4 fT uu 1 M-1.5x3 M-1.5x3 3 5 /AIIIIIIIIIIIIhs-* 0 .=Vl o I 1 9 1 M-3x5 M-3x4 M18HS-3x18(S) M-3x4 **6 0 M-3x5 0 l 9-06-08 y 8-11-01 y y y 9-06-08 14-00 y 14-00 b ��ED PRQp 1-07-04 z8 0o b cy� �NG'NEFq s/O144ra 89200PE �r" JOB NAME : WESTWOOD PL2781-B HOGGANS PARK - E3X Scale: 0.2130 114.4411111.47 , /sm WARNINGS: GENERAL NOTES, unless otherwise noted. I/ TrussE 3 X Gt- 1.Builder and erection contractor should be advised of all General Notes 1.Thle design is based only upon the parameters shown and is for an individual '7 OREGON Da 40 and Warnings[wrote contraction commences. bulding component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown*. incorporation of component k the responeibilly of me baiting designer. .1 2-°)\ �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the fop and bottom chords to be Merely braced at /Q -7 .1 le the reaponsibaty of the erector.Additional permanent bracing of T o.c.and M in'c.c.respedNey unless braced IhroughoW their length by Y ` DATE: 12/22/2015 the overel structure is the rMy of the building designer, continuous sheathing such as plywood sheathing(TC)and,or drywall(SC). MFR R's�� esponaibl 3.In Impact bridging or lateral bracing required where shown*e SEQ.: Ki 615 2 8 3 4.No bad shoua be applied to any component until ager a1 bracing and 4.Installation of buss is the respenslbily of respective coniraaor. fastecere are complete and at no time should any leads greater than 5.Design assumes trusses are to be used In a non.norreste environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condion.of use. 5.CompuTrushas nocontrol over and aswmesnoreeponsibilltybrMe 6.DeMnnaesumeafullbearingalalauppose hovm.Shimorwetlgen EXPIRES: 12/31!2017 fabrication,handling,shipment and installation of components, necessary' d. 6.This design 6 furnished subject to the limitations set forth by 7.mag" ail assumes aced a beth5.0drainage is truss,and December 22,2015 TPVWICA In SCSI,copies of which will be furnished upon B.Plebs shat be with on tem pees of truss,and pieced so their cellar request. linea coincide with joint center noes. MTek USA,InciCompuTrus Software 7.6.7SP2(t L}E 9.Digits indicate sine of plate In inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(Mil* 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: 2x9 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 70 2-12=(-607) 2308 12- 3=( 0) 239 BC: 2x9 KDDF 441&BTR SPACED 24.0" O.C. WEBS: 2x9 KDDF STAND2- 3=(-2601) 772 12-13=(-609) 2309 3-13=(-991) 150 3- 4=(-2081) 729 13-19=(-628) 1983 13- 9=(-129) 531 LOADING 9- 5=( 0) 0 14-15=(-665) 2304 13- 6=(-222) 196 TC LATERAL SUPPORT <= 12"00. 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= 92.0 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/ 1985V -95/ 95H 5.50" 2.38 ROOF ( 625) 31'- 0.0" -301/ 1985V 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/290, TL=L/180 MAX LL DEFL = 0.017" @ -1'- 7.3" Allowed = 0.160" MAX TL CREEP DEFL = -0.018" @ -I'- 7.3" Allowed = 0.219" MAX LL DEFL = -0.129" @ 15'- 6.0" Allowed = 1.509" 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" 0-1 E}-a5.-06 1' 1 1 14-06-10 1-10-12 14-06-10 Design conforms to main windforce-resisting f T system and components and cladding criteria. 6-06-06 5-04-10 2-07-10 2-07-10 5-04-10 6-06-06 ff f f fWind: 190 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 5 7 '� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5.00 D M-4x6 M-4x6 12 load duration factor=l.6, M-3x9 4 5.00 End vertical(s) are exposed to wind, 9 6 Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x4 3 rn 0 r1 d, / $ ■ tya o LL 6 w 0 1 saw 13 19 15 r 1 0 o M-3x5 M-1.5x3 M-3x8 M-3x5(5) M-3x8 M-1.5x3 M-3x5 i J' y y y .1' ,1' o 6-04-10 5-04-10 y 7-05-08 5-04-10 6-04-10 n`D Or y 14-00 17-00 y '��``` P `%)n J, o7-04 31-00 1-07-04 ���� �NGiNE'4? /�� ,e , 89200PE �v JOB NAME : WESTWOOD PL2781-B HOGGANS PARK - DH2 Scale: 0.1981 " AgillilliP�� / WARNINGS: GENERAL NOTES, unfess omenta.noted: Truss: DH2 1.Budder and ercLtlO^CO""'dOfµ0a$dbec"°°tl^'a°G°^°nl"^Ies I.This design Nbased onyupon meparameterashown and Nfor seindwmuet /!- OREGON lV and Warnings before construction commences. budding component.Applicability of design parameters and proper a� /� 2.2x4 compression web brining must be inatakd Where shown+. Incorporation of component lathe responsibility of the building designer. / �i9 O\µ 3.Additional temporary bracing to Insure sIeb8ey during censbsctbn 2.Design assumes Me top end bottom cholla to be laterally bread at O )' y 4 Z P+ la 8w responsibility of the erector.Additional permanent bracing of Y o.c.and at 10'o.c.soob 5.sty unbar braced throughout their length by C� DATE: 12/22/2015 the overall structure b the responsibility of the balding deaige.r, continuous sheathing such ae plywood sheathing(7C)and/or drywall(SO). �`R R I L` V 4.No bed should be applied to any component until eller al brad 3.In lstie of busrktgings or Mans pensbraciog required the wOpre ive co++ SEQ.: K1615284 bracing 4.Desi Design assumes es are to be e in o.peaeecoehedor. fasteners to era compote and at CO time should arty bads greeter than 5.end are s.eumes euewa are b be used In.non<orroaWa environment, TRANS I D: LINK design barb be applied to any component, and°re for'dry condmon'of use. 5.CompuTrus hes no control over and assumes no respen°Iblity forme 8.Design assumes fin bearing at Si supports shown.shim or wedge C EXPIRES: 12/31/2017 fabrication,handling,shipment and installation of components. neaB6'^y' 8.TMs design N Nmbhed subject to the lmkatlons set tenth by 7.Design shall manes etlsqui1 both e drainage os provided. and 22,2015 S.Plebs eM1 be located on bom heel of truss,anti placed so their anter TPUWICA In SCSI,copies of which will be romlahed upon request. lines coincide with Joint center gnaw MRek USA,IncJCotnpuTrus Software 7.6.7(10-E 9.Dlgks indicate sire o!plate In inches 10.For bask connector plate design values see ESR-[31 t,ESR-1988(MRek) 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/Cpl=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #15BTR 1- 2=( 0) 70 2- 8=(-355) 1978 3- 8=(-439) 271 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2- 3=(-2290) 483 8- 9=(-160) 1299 8- 9=(-124) 694 3- 4=(-1961) 442 9- 6=(-395) 1978 4- 9=(-129) 694 _ LOADING 4- 5=(-1961) 442 9- 5=(-939) 271 TC LATERAL SUPPORT <= 1="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 5- 6=(-2290) 483 6- 7=( 0) 70 OVERHANGS: 19.3" 19.3" TOTAL LOAD = 42.0 PSF 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. '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 = -0.097" @ 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 7-03-12 f system and components and cladding criteria. 6-08-04 6-08-04 7-03-12 f f f I Wind: 140 mph, h=22.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5.00 M-4X6 12 load duration factor=1.6, 4 5.00 Truss designed for wind loads 4.0" in the plane of the truss only. 9 ,e-- 1E f n uu 1 M-1.5x3 ilyyirrM-1.5x3 5 M O O I 1 9 R- o M-3x5 M-3x4 M18HS-3x18(S) M-3x4 6 0 M-3x5 I y y y )' 9-06-08 8-11-01 9-06-08 y y y c 0 PROFF19-0o 14-00 s d �\� �NGINE � jO/Li-o7-04 28-00 io7-04 <c. �Q 89200PE JOB NAME : WESTWOOD PL2781-B HOGGANS PARK - E4 Aillitrt--- Scale: 0.2103 sa► WARNINGS: GENERAL NOTES, urgess otherwise noted: I. Truss: E4 1.Budder and sroctioncontrednrshould beadvised oranGen.nlNotes 1.This design isbased only upon the parameters elwwnand i.roranindividual 7� OREGON �4AZT ' and Warnings before construction commences. building component Appncsbmly of design parameters and proper Z.2s9 compression wain bracing mud be Installed where shown C. IncorpDesign assn of component*the m cords my of the budding designer. /© t/ 14 2 ��� 3.Additional temporary bracing to insure stability during construction 2.Oeagn easumea the top and bottom chords to be ptsralN braced at _7 Is me responsibility of the erector.Additional permanent MANN of 2'o.c..ntl M 10'o.c.respectively odea braced throughout Mein length W DATE: 12/22/2015 the overall structure Is the reeponebNly of the bWlding designer. continuous sheathing such as plywood sheathing(TC)anWor drywall(BC). MER R'�� SEQ.: K1615285 4.No load should be applied many component until eller al bracing and 4.I�Ibbbnbufatruusssing is the reesponsi�birequired y of the where pectie contractor. fasteners ere complete and at no time should any beds greater than 5.Design assumes hue,...,.to be used In a noncorrosive environment, TRANS ID: LINK design loads beapplied to any component. and are for 1dry condition.of use. 5.CompuTras has no control over and assumes no responsibility ter the 6.Design assumes hal bearing et al supports shown.Shim or wedge d EXPIRES: 12/31/2017 fabrication,hendIng,shipment and instanatbn of components. ^ecaµ^y' 6.This design n furnished subject to the limitations set tont 8.Plateby T.Desisit haeme,a shell be batteded oe beth hoes of truss, drainage is sided.ues,and placed no their center December 22,2015 TPUWICA in SCSI,copies of which will be furnished upon rowed. gran coincide with Joint center lines. Welt USA,Inc./CompuTrus Software 7.6.7-SP2(1 L}E B.Digits indicate size of plate in inch... 70.For basic connector plate design values see ESR-1311,ESR-1588(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF#1sBTR TRUSS SPAN 31'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BC: 2x4 KDDF#16BTR LOAD DURATION INCREASE = 1.15 SPACED 24.0" O.C. Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12"OC. UON. system and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)tDL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=21.2ft, 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), NOTE: 2x4 BRACING AT 2.4.0C CON. FOR TOTAL LOAD = 42.0 PSF load duration factor=l.6, ALL FLAT TOP CHORD AREAS NOT SHEATHED 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. Unbalanced live loads have been BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. considered for this design. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to sCompuTruspecifics gable end detail for _ complete specifications. 9-09 11-06 T 9-09 5.00 12 M-4x6 M-4x6 12 9 3 _ 5 Q 5.00 .11 M O C L.:. M Il y 11N 5, M-3x5(5) g 0 1 i M-3x4 0 M-3x4 J' 12-00 Q c 1-07-04 31-00 ��\� �r1GII�F1-07 4 /p�f i 89200PE -9r JOB NAME : WESTWOOD PL2781—B HOGGANS PARK — DHGE Scale: 0.2606 Nk P WARNMOS: GENERAL NOTES, unless other ds.noted: s �' - 1 Truss: DHGE Sultlerand s befoncoMedoren uld commences. of all General Notes mi.designcomponent. Applu billy a parameters shown and is for an lnehldaa' �Q OREGON }��G` ant Warnings before condmdlon commences. m i.de tin s base onP upon t of drape to s shown and peps, 2.2t4 compression web bracing must be hnetassd where shown e. Incorporation of component h the responsibility of me building designer. Addlbnel temporary bracing to Insure stability during construction 2.Design assumes me top and bottom chords to be laterally brand at Al 1' i 4 Zo'` DATE: 12/22/2015 la me responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o.c.respectively unless braced throughout their length by Q,P eh*0WGIN ahudure is Sr naponilbilty of the bulldmg designer. continuous sheathing ming ang or ter as plywood shoamkhere shown and/or•drywell(BC). Mr s�.�'�� [J SEQ.: Ki615 2 8 6 4.No bad should be applied to any component until ager a1 bracing and 4.I3.InnstalMwn of hues Is me elaponel:ily of the where contractor. Intense are canplete and at no time should any keds greater man 5.Design assumes trusses are to be used Ina nonconosiva environment, TRANS ID: LINK design wads beaddled toany component .naaroror"dry sonemon Drees. 5.CompuTrus has no control over and assumes no responsibility forme S.Design assumes MI bearing at al supports shown.She or wedge N fabrication,handling,shipment and lestalletwn of component,. mum:. EXPIRES: 12/31/2017 S.This design s furnished subject to the limitations set form by T Design assumes adequate drainage le provided. TPVW'CA in SCSI,copies of which will be furnished upon request. S.linnestessinndde withjont sent,,ness.ollif trues,and placed so their center December 22,2015 MiTek USA,Inc./CompuTnn SoftWare 7.6.7-SP2(1 L}E 9.Digits indicate size of plate In inches. 70.For bask connector plate design values see ESR-1311,ESR-,%S(MiTek) This Pacific designLumber prepared and fromTruss-BC computer input by " LUMBER SPECIFICATIONS TC: 2x9 KDDF CTIOR TRUSS SPAN 29'- 6.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 BC: 2x4 KDDF 1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -60) 81 8- 9=(-175) 721 1- 8=( -97) 69 5-11=( -691) 239 WEBS: 2x4 KDDF STAND SPACED 29.0'• O.C. 2- 3=(-1025) 303 9-10=(-921) 1818 8- 2=(-1130) 313 11- 6=( -349) 1788 3- 9=(-1057) 305 10-11=(-907) 3769 2- 9=) D) 266 6-12=(-2195) 573 - TC LATERAL SUPPORT <= 1 "OC. UON. LOADING 9- 5=(-2037) 999 11-12=(-526) 1993 9- 3=( -113) 505 12- 7=( -85) 96 BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3574) 819 DL ON BOTTOM CHORD = 10.0 PSF 9- 0=(-1-23) 328 6- 7=( -16) 18 0-15=( -23) 466 TOTAL LOAD = 42.0 PSF 10- 5=(-1967) 992 ** 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 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 6.0" -128/ 1029V -190/ 104115.50" 1.65 KDDF ( 625) 29'- 6.0" -126/ 1029V 0/ OH 5.50" 1.65 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 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.178" @ 19'- 6.0" Allowed = 1.179" MAX TO, 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" @ 29'- 2.5" Design conforms to main windforce-resisting system and components and cladding criteria. fWind: 190 mph, h=22.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-09 11-09 5-00 f ,r (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T load duration factor=l.6, 3-11-06 3-09-10 5-09-10 5-11-06 f1_ f T f T 2-06 T T Truss 2-06 vertical(s) exposed wind, 5.00 DIM-9X9 12 in the plane of the truss only. 4 5.00 4.0" 3 .F-./ M-3x5 1.0" 2 .0 M-3x4 M-1.5x3 1 g` 0 DM-5x6 M-3x10 M-1.5x3 ti N r 5- _6 7 �1� De o �` B,' 6i� © ��4 o M-3x4 0.25" 9 10 11 **12 �,i M-3x4 M-3x8 M-3x8 M-5x8(5) y y * * Ajo. PRO/C-4',.,PRO/C-4',.,7-09 6-01-02 5-11-06 4-08-08 A.24-06 )' <,, 04G1IM `r y /O cC, 2 cc' 89200PE -7 1-- JOB NAME : WESTWOOD PL2781-B HOGGANS PARK - E5 �� Scale: 0.2917 =.• ;' WARNINGS: GENERAL NOTES, unless otherwise noted: d Truss: E 5 I.Builder and enaction contractor should be advised or a8 General Notes 1.This design N based only upon the parameters shown and is for an Individual '9G OREGON }�!� end Warnings before conabuotlon commences. bubemg component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. incorporation of component lathe reepomlb86y of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom Gores to be laterally braced at �O '.I)' y A 2-C3 'lO� DATE: 12/22/2015 is the responsibility or the erector.Additional permanent bracing of T o.c.and at 10'o.c.respectively unless braced throughout their length by /'# L �y the overall structure h Me reaponaibillty of the building designer, 20 Impact sheathing such as plywood airedsheathirtg(TC)and/or drywell(BO). iiiR'O� V SEQ.: K1615287 4.No load should be applied to any corn 4.2xlmpaion&trss iors thelatrepearigregof the ehpreshown** portent un y load al bradrp arM 4.Installation orlmse la the t.to b.responsibility retie respective contractor. fasteners are complete and at no time should any loads greater than S.Design assumes Wass are to be used in a noncorrosive environment. TRANS ID: LINK deslgnloadsbeappliedtearrycomp.m. .a.eror^dryoonamon^ortae. 5.CompuTrue has ra control over Dir r aeaumes no reapomDWy for Me 8.Design assumes NII bearing at ak supports shown.Shim or wedge B fabrication,handling,shipment and irretellatkn of components. hedge ry. EXPIRES: 12/31/2017 6.This design N furnished subject to the limitations set forth by ' mere"assumes adequate en both is provided. December 22,2015 TPI,WTCA in SCSI,espies of wfikh will be famished upon request. 8.Plates shell be boated on both fines of truss,and placed so their center 9 Imes coincide with joint center lines. MTek USA,Inc./CompuTrus Software 7.6.7(1 L}E 9.Digits indicate size of plate in inches. 10.For bask connector plate design values see ESR-1311,ESR-1088(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 6.0" TC: 2x4 KDDF #1&BTR IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 BC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -954) 272 8-10=( -96) 121 8- 1=(-986) 287 4-12=( -47) 509 WEBS: 2x9 KDDF STAND; SPACED 24.0" O.C. 2- 3=( -968) 350 9-11=( -19) 70 1-10=(-242) 972 12- 5=(-1143) 276 2x6 KDDF#2 A 3- 4=(-1052) 322 11-12=(-414) 1622 2-10=(-289) 180 5-13=( -500) 193 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 = BC LATERAL SUPPORT <= 12"OC. SON. 10.0 PSF 6- 7=( -31) 36 10- 3=(-149) 9 14- 7=( -102) 57 TOTAL LOAD = 42.0 PSF 11- 3=(-106) 597 LL = 25 PSF Ground Snow (Pg) 11- 9-(-924) 282 ** 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 5 IN. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" 46 (SPECI25) -138/ 1025V -135/ 118H 5.50" 1.69 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 24'- 6.0" -144/ 1023V 0/ OH 5.50" 0.69 KDDF (1485) 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 = -0.107" @ 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 3-09-08 3-09-12 T 4-10-08 T f system and components and cladding criteria. ,� 5-00-04 3-05 3-07 f f f f Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5.00 p M-5x6 2 5 Do load duration factor=l.6, End vertical(s) are exposed to wind, 0 6. " Truss designed for wind loads 3 0 in the plane of the truss only. PR M-1.5x3 M-3x4 41,4 M-3x9 1 M-5x6 M-3x6 M-1.5x3 I 5_ 6O 1 f ► LTJ A I 8+ 0 10• im +M-1.5x3 0 9 11 4' 12 13 ! 14 ,N M-1.5x3 M-3x8 0.25" M-3x5 M-3x6 *+ M-5x8 M-5x6(S) J' l .1 ) .1 b 3-09-08 3-11-08 5-00-04 5-00-04 6-08-08 y 3 -07-12 y y ��Ep PROFF�+ 20-10-04 24-06 ), ���� 0AGINELrq s% 44 2 89200PE 9A-- JOB NAME : WESTWOOD PL2781-B HOGGANS PARK - E6 Scale: 0.2357 WARNINGS: GENERAL NOTES, unless otherwise noted: >/ Cr Truss: E6 I.Builder and erection contractor should be advised of all General Notes 1.This design 6 based only upon the parameters shown and is for an individual 'f TG OREGON �lv`l and Warnings before construction commences. building component.Applicability of design parameters and proper 2.914 compression web bracing moat be IntlaNd where shown*. incorporation of component h the responsibility of Ms building tledgner. A`_ ?= �� 3.Additional temporary brecing to Insure staNNy during construction 2.Design assumes the top and bosom chords to be faterolly braced at �h -7! 1 w DATE: 12/22/2015 is the rowan/Wilily or the erector.Addit6nl permanent bracing of Y o.c.dna at 10'o.c.respectively unless braced throughout Meir ellgih by v Y the overall structure Is me responsibility of Me building designer. continuous sheathing such as plywood sheathing(TC)anNor drywall(BC). � ��'�� SEQ.: K1615288 4.No load should be applied to any component until after albraelngend 4.Installation tormlnmbmeresppoonsibiltyyofthe hrc pecti.wne.ctor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a nonaorroahve environment, TRANS ID: LINK design bads be applied to any component. and are for"dry condition.of use. 5.CompuTnnt has no central over and assumes no reaponsibllly for the e.neDecebssAa� es full bearing et al supports shown.ahem or wedge n EXPIRES: 12/31/2017 fabricetlon,handing,shipment and installation of components. 7.Design essuumes adequate drainage is pneclded. 6.This design bfurnished subject tothe limitations set forth by 8.Metes=halbit located onboth faces oftruss,and planed sotheir center December 22,2015 TPWV7CA in SCSI,copies of which wiS be furnished upon request. lines coincide with Joint center linea. MTek USA,Inc.ICompuTrus Software 7.6.7(1 L}E 9.Digits Indicate size of pmts in Inches. 10.For bask connector plate design values see ESR-1311,ESR-1988(WINO This design prepared from computer input by - Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 28'- 0.0" TC: 2x4 KDDF #1&BTR IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 BC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-13329) 2746 1- 8=(-2986) 12158 8- 2=( -90) 816 11- 6=(-659) 266 2x8 KDDF #1aBTR el SPACED 24.0" O.C. 2- 3=)-12686) 2682 8- 9=(-2482) 12118 2- 9=( -554) 92 6-12=( 0) 296 WEBS: 2x4 KDDF STAND; 3- 4=( -7410) 1528 9-10=(-2302) 11198 9- 3=(-1144) 5190 LOADING 4- 5=( -4186) 862 10-11=(-1270) 6E06 3-10=(-5500) 1238 2x9 KDDF STUD A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -4224) 854 11-12=1 -762) 4384 10- 4=( -734) 3544 DL ON BOTTOM CHORD = 10.0 PSF E- 7=( -4886) 882 12- 7=( -760) 4388 4-11=(-3816) 862 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BC LATERAL SUPPORT <= 12"OC. CON. 11- 5=1 -558) 2888 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"0.131 DIA GUN LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL XXnails staggered: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. - 9" oc in 1 row(s) throughout 204 top chords, 9" oc in 2 row(s) throughout 208 bottom chords, 9" oc in 1 row(s) throughout 2x4 bottom chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. GOND. 2: Design checked for net(-5 psf) uplift at 29 "cc spacing. 9" oc in 1 row(s) throughout 2x9 webs. VERTICAL DEFLECTION LIMITS: LL=L/290, TL 80 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" @@ 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: 140 mph, h=22.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 14-00 19-00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), fload duration factor=1.6, 4-01-12 2-00 3-06-08 4-03-12 6-07-06 '� End vertical(s) are exposed to wind, ,� ,� 7-04-10 Truss designed for wind loads f f f in the plane of the truss only. 12 5.00 17 M-9x6 12 4 5.00 9,0" 5 .fa t M-3x8 3.0" 4 M-3x9 M-9x8 6 3 w M-3x6 + 2 y r, 1 .�A 0 0 g 9 10 11 Rv lI o M-9x10 M-3x4 M-7x12 0.25" 2 o M-3x10 M-1.5x3 M-3x5 I =M-10x10(5) o 1, 1132# ♦13016 fr952^_# y 7 y y y ����pNEP R pFFss 4-00 1-10-04 3-06-08 4-07-04 6-09-02 7_02_14 ), 28-00 y ��,� � GINF9 >p2 , .' 89200P �c JOB NAME : WESTWOOD PL2781-B HOGGANS PARK - EGIRD Scale: 0.2298 WARNIN(i8: � GENERAL NOTES, ursessotherwla tutee O 4t Truss: EGIRD1Sulder.naareenonaomradar•noaldbeaamaeeoranGen.raiNorea TMsdeagnsbasstlanyuponmeparameersshownentli•kraniMMidual -9 A`0. ON tx �� and Warnings be/ore conaWetlon commences, building component.AppBeebinry of design parameters and proper G -`! 2.204 compression web bracing must be installedwhere shown a. Incorporation of componem Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stabghy during construction 2.Design assumes the top and bottom chord.to M laterally braced al /Q "9}' 14 ZO 4 DATE: 12/22/2015 Is the respenalb6ry of the erector.Additional permanent bracing of 2'°A.and at la o.c.respectively unless braced throughout their length by the overall ahucture Is the responsibility 8designer. cominuous sheathing such as plywood sheathing(TC)anNor wan 6e. �f�1 R'L` apon m'component bulldlt 3.20 Impact bridging or literal bracing required where shown♦ao rt ( ) Fl SEQ.: Ki615 2 8 9 4.No bad should be applied to any component uMn after all bracing and 4.Installation of base la the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment. TRANS ID: LINK design loads be applied to anyeompenem. and are for'Ma condition'.of use. 5.CompuTrvs has en control over and assumes no responsibility for the 6.Design�auue.,MI bearing at a1 supports shown.Shim or wedge H EXPIRES: 12/31/2017 fabrication,handling,shipment and installation or components. 'y' 8.This design kfumishedsubject tothe nmitatk8nssatforthby 7.Pltes lnaelbes.dedo located on both nedfaces of inns,anrek.g.pprus.an d placed so their center December 22,2015 TPIIWICA in SCSI,copies of which sin be furnished upon request. lines coincide with joint center ilnes. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L}E 9.Digits Indicate haze of plate in Inches. 70.For bask connector plate design values see ESR-1371,ESR-1888(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 28'— 0.0" !COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2X9 KDDF 816BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #15BTR 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: 2x9 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. Unbalanced live loads have been M-1x2 or equal typical at stud verticals. 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 12 M-4x6 5.00 p 4 5 M-4x6 ]5.00 3 6 Mil rl� MM "AR nn O I -°': i M 0 11 8 M-3x5(5) 0 M-3x4 M-3x4 J• y L 14-00 14-00 ,rYO Pf1/4 OFF, 1-07-04' �' 28-00 C?� �� 1-1. • 01, 89200PE vr— JOB NAME : WESTWOOD PL2781-B HOGGANS PARK - EH1 APP Scale: 0.2853 ` /-' _... WARNINGS: GENERAL NOTES, unless otherwise noted, I Q. TrussEH1 1.Builder and emotion Used n contractor should be advised of all General Notes 1.This design sed onlyupon the parameters shown and Is for an individual '7 OREGON • and Warnings before consbudion commences. building component.Applicability of design parameters and proper 2.904 compression web bracing must be Metaled where shown.. incorporation of component b IM responsibilityMM.building designer. GHQ 4i OREGON {' O 14 �� 4 3.Additional temporary bracbg to insure Mobility during construction 2.Design assume.Me top and bottom chords to be latent*braced at 7 �� is Me responsibility of the erodor.Additional permanent bracing of Y oA.and at 1O o.c.ros tr.5 plywood y unless braced throughout thele al5 by DATE: 12/22/2015 the overall structure la the reaponflbily of the building designer. 3 20 Impact ridging or such•a.nleg re aired where shown•drywall(BC>. �`R R I L"'_ SEQ.: Ki615 2 9 0 4.No bad should be applied to any component unlit alar a1 bracing and 4.Installation of ho.b the relsponsbility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK deign loads be applied to any component. and are for'dry condition.'of use. 5.CempuTms has no control over and assumes no responsibility for the e.Design�aswmes full bowing d al support shove.Shim or wedge 8 EXPIRES: 12/31/2017 tebrkalbn,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations at forthsrth by 8.Metes shallbe boated on both tuts,faces of ts,and placed so Mair center December 22,2015 TPWVTIA in SCSI,copies of wbkh will be furnished upon request. Ines coincide with Joint enter lines. MRek USA,Inc./CompuTrus Software 7.6.7SP2(1 L}E 9.Digits indleata sate of plate in inches. 10.For bask connector plate design values see ESR-1311,ESR-1888(MRek) 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: 2X9 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF#1&BTR SPACED 29.0" O.C. 1- 2=( 0) 70 2-11=(-374) 2041 11- 3=( 0) 247 WEBS: 2x9 KDDF STAND 2- 3=(-2307) 500 11-12=(-376) 2037 3-12=(-507) 173 LOADING 3- 4=(-1777) 445 12-13=(-265) 1573 12- 4=( -16) 337 TC LATERAL SUPPORT <= 1:"OC. UON. 4- 5=( 0) 0 13-19=(-418) 2037 12- 7=( -61) 67 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 7=(-1576) 445 14- 9=(-916) 2041 7-13=( -24) 338 BC LATERAL SUPPORT <= 1:"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD = 42.0 PSF 24 6- 7=( 0) 0 13- 8=(-501) 5 7- 8=(-1786) 447 8-14=( 0) 295 8- 9=(-2307) 500 NOTE: 2x4 BRACING AT 24"OC DON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 70 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 19.3" 19.3" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -207/ 1359V -89/ 89H 5.50" 2.17 RODE ( 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 HORIZ. 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 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, f f I ,r f 12 f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), 12 load duration factor=l.6, 5.00 p M-4x6 M-7x6 4 5.00 Truss designed for wind loads q5 6 in the plane of the truss only. A414' M-3x4 ilipPPPP/ M-3x9 3 8 rn O 07 0 12 13 14 `9 0 I M-3x5 M-115x3 1112 M-3x5(S) M-3x4 M-1.5x3 M-3x5 i 1 y y b )' 1 0 6-03-02 5-03-07 5-00-10 5-01-11 6-03-02 l 14-00 y 14-0o y �� O PROFFS5 i-o7-o9 y y ,\C,'� 0NGIIVEF,9 /A- 28-00 1-07-04 4, 02 :9200 �r JOB NAME : WESTWOOD PL2781-B HOGGANS PARK - EH2 Scale: 0.2103 - ` jAP WARNINGS: GENERAL NOTES, unless otherwise noted: 10 Truss EH2 1.Bolder and eresgonOs^tredorshouinbeadvised stagcen.nlNotes 1.7hhdesign labased onythe "f7G OREGON �lv and Warnings before snebuction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing mud be Metaled where shown«. Incorporation of component is the responsibility of Me building designer. v. 2.Design assumes mchords top and bottom wrds to be laterally braced at <O '"/)" 14 2-°\ Q} 3.Addltbnal temporary bracing to insure stability during constructionconstructionDATE: 12/22/2015 is ms resp^^almYry of the erector.Additional permanent bracing of 7 o.c.and at 1 V o.c.respectively unless braced throughout their length by A I �y the overall ehucture is N.responsibility of the building designer. contincoue sheathing such as plywood sties )arWor drywall(BC). �R�'�� V 3.20 Impact bridging or lateral bluing ng required where shown++ SEQ.: Kl 615 2 91 4.No bad should be applied to any component until alter al bracing and 4.Installation or truss Is Bre responsibility of the respective contractor. fasteners are complete and at no thne should any bade greater than 5.Design assumes trusses are to be used ins noncorrosive environment, TRANS ID: LINK deNgnloads beappliedbany 4omponent. and are for'dry condition"of use. 5.CompuTassumess has no control over and assumes hames no responsibilityresponsibilityler Me 8.Dam necessary. mos fug beading at al supports shown.Shim or wedge if EXPIRES: 12/31/2017 fabrication, ndling,shipment and Installation of components. ry d. 6.This design is furnished subject to the limitations set forth by 7.Design. hall assumes adequate drainage Is truss,and December 22,2015 TPBWrCA in BCSI,copies of which will be punished upon request. B.Pies o leol be boated on bent tsps o/tops,end placed so their coMer 9 lines coincide with joint center lines. MiTek USA,IncJCompuTms Software 7.6.7-SP2(1 L}E S.Digits indicate she of plate In inches. 10.For bask connecter plate design values see ESR-1311,ESR-1988(Wok) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 16-03-00 GIRDER SUPPORTING 24-06-00 IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KEEP #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2= 19678 3152 1- 9= BC: 2x6 KDDF #16ETR (- ) (-2896) 13592 9- 2=( -996) 4736 6-13=( -326) 1529 WEBS: 2x9 KDDF STAND; 2- 3=( -9282) 2012 9-10=(-2290) 10928 2-10=(-2016) 462 13- 7=(-2018) 962 2x6 KDDF #2 A LOADING 3- 9=( -7932) 1732 10-11=(-1778) 8902 10- 3=( -336) 1572 7-14-) -998) 9738 LL = 25 PSF Ground Snow (Pg) 4- 5-) -7359) 1618 11-12=(-1528) 7294 3-11=(-1209) 278 TC UNIF LL( 50.0)+EL) 19.0)= 64.0 PLF 0'- 0.0" TO 16'- 3.0" V5- 6=( -8032) 1756 12-13=(-1778) 8406 11- 9=( -494) 2338 _ TC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 281.2)+DL) 211.2)= 992.5 PLF 0'- 0.0" TO 16'- 3.0" V6- 7=( -9278) 2012 13-19=)-2238) 10426 11- 5=) -40) 76 BC LATERAL SUPPORT <= 12"OC. SON. 7- 8=)-14678) 3152 19- 8=(-2896) 13592 5-12=( -996) 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: 204 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR SOPS£ LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0^ -977/ 9522V -36/ 36H 5.50" 7.23 KEEP ( 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 _,� row (s) staggered: ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9^ oc in 1 throughout 2x9 top chords, 9" oc in 2 row(s) throughout 2x6 bottom chords, VEP.TICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9^ oc in 2 row(s) throughout 2x6 webs, MAX LL DEFL = -0.180^ @ 6'- 6.0^ Allowed = 0.767^ 9" oc in 1 row(s) throughout 2x9 webs. MAX TL CREEP DEFL = -0.363" @ 6'- 6.0" Allowed = 1.022" MAX HOPIZ. LL DEFL = 0.099" @ 15'- 9.5" a" For hanger specs. - See approved plans MAX HORI Z. TL DEFL = 0.158" @ 15'- 9.5^ 7-11-11 0-03-10 7-11-11 3-01 1-09-06 1-09-06 2-1 06 1-09-06 1-09-06 3-01 T Design conforms to main windforce-resisting ,r ,r system and components and cladding criteria. 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=l.6, f f f 12 T End vertical(s) are exposed to wind, 12 Truss designed for wind loads 5.00 D 4 5.00 in the plane of the truss only. M-5x8 M-6x8 M18HS-7x19 M-3x4411r M-3x4 M18HS-7x19 ..4000000. 11/111111111111111 M-3x10 2 M-3x10 M-5x12 In O ,,1 V1, '� 10 11 1^_ 13 19 1 i•/ O • M-3x4 M-3x8 M-3x5 M-3x4 1 M-3x6+ .. o 0 -== M-3x6+ M-5x12 0 2.50 12 2.50 2 12 > b b l y y l b 2-05-08 2-01-06 1-11-02 3-04-10 1-09-06 2-01-06 2-05-08 y2-05-08 y 11-04 y 2-05-08 1 �co���NGNE�cF`s�j0 16-03 iC9 v ?j �• 89200PE �r ..-.- JOB NAME : WESTWOOD PL2781-B HOGGANS PARK - Fl Scale: 0.3040 s • CC WARNINGS: GENERAL NOTES, unbseotherwise noted. 7, 41 OREGON �4/ Truss: F 1 1.Builder and erection contractor should be advised of all General Notes 1.This design b based only upon the peremebre shown and Is for an IndIldual f/ and Warnings before construction commences. building component.Applbahlity of design parameters end proper /O 1' 14 20 �-�- 2.2[9 compression web bracing must be Installed where shown+. incorporation of component 15 the reeponsiblllty of the building designer. 3.Additional temporary bracing to insure stabftly during construction 2.Design assumes the top and bottom chards to be laterally braced at11Q-RR I�� 1s me responsibgty of the erector.Additional permanent bract f 2'oc.and at 10'o.c.reapedwey plywood s braced throughout their length by DATE: 12/22/2015 the overall structure is the responeibifty of the Wilding deslgr,en.o 3 Is ion d sheathing such as plywood snesming(TC)and/or drywan(BC). SEQ.: 'i 615 2 9 2 4.No bad should be applied to any component until after.1 bracing end 4.Ineblletbn ofbriftrussg is the resppensiti responsibility required f mhe re pedye contractor. fasteners are complete end at no time should any beds greater than 5.Design assumes trusses are to be used in a non-corrosive environment, EXPIRES: 12/31/2017 TRANS ID: LINK design loads be applied to any component. and are for"dry condition'of use. billy for the 6.Design assumes full bearing at Clsupports shown.Shim or wedge H 5.CompuTrus hes no control over and assumes no respons fabrication,handling,shipment and installation of components. 7.Design.oumesad.ga.t.drainage is provided. December 22,2015 6.This design is furnished subject to the limitations set forth by 6.Plates shaft be located on both faces of tons,and placed so their center TPOWICA In SCSI,copies of which will be furnished upon request. lines windds with joint center linea MilkUSA,IncJCompuTrus Software 7.6.7(1 L}Z 9.Digits indicate else of plate in inches. 10.For bask connector plate design values sea ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 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 INCPEASE = 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&13TR 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 a 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 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 9-11=(-913) 287 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/ 310 5.50" 2.08 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED16'- 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. 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. 'COND. 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. 2-05-08 3-06-03 2-01-10 2-02 3-06-03 2-05-08 f Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 43208 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 4x320# T f load duration factor=1.6, 12 End vertical(.) are exposed to wind, 5.00 D 4 5.00 Truss designed for wind loads in the plane of the truss only. M-5x6 M-5x6 3 M-3x4 9 M-3x9 2 iii M-3x4 6 cair M M-5x12 �� qJ_ M-5x12 o ,�� s� 12�1� n) m I,�y 19 O 10 11 '� S _ 1** 8 -moo M-3x8 M-3x8 of / -'71L16..41 c 0 o M-1.5x3 M-5x10 * 7 0 M-5x10 M-1.5x3 1 b 1 b b b 2-03-12 3-02-05 5-02-14 3-02-05 2-03-12 y y b b 2-05-08 11-04 y 2-Os-O8 16-03 y ((```V rROFFs� ��C;\ NG{N��9 47 'L 89200PE 1:„... JOB NAME : WESTWOOD PL2781-B HOGGANS PARK - FH1 /,ems Scale: 0.3665 WARNINGS: GENERAL NOTES, unless oU orwise noted: 1. Truss: FH1 1.Balder and erection contractor should be advised stall General Notes 1.This desgnkbased only upon the parameters sheen and ta.r an IrMivldual �� OREGON A �� and Warnings before construction commences. building component.Applicability of design parameters and proper A ♦Ix 2.2.4 compression web bracing must be installed where Shen+. Incorporation of component k the responsibility of me building designer. "7`' 253\ ` �4 3.Additional temporary bracing to Insure stability tludng construction 2.Design assumes the top and bottom dards to be laterally braced at /O I/ 1 4 la the reapnnsibily of the erector.Additional permanent bracing of 7 o.c,and at 10'o.c,sash a s plywood unless braced throughout their length by (�, DATE: 12/22/2015 the overall structure is Me responsibility of the balding designer. continuous 3.2x Impact bridging og.hrel bracing requlratl where sheenoe drywall(BC). MFR Ri0- DATE: ` v • SEQ.: Ki 615 2 9 3 4.No load should be applied to any component until after al bracing and 4.Installation of truss is me responsibility of the respective contractor. rl fasteners are complete and at no time should any loads greater man 5.Design assumes trusses ere to be used In a non-corrosive environment, TRANS ID: LINK design loadsbe applied to any component. and are for'dry condition.or use. 5.CompuTnn has no control over and assumes no responsibility forme 8.Design assumes fuss beading at all supports shown.Shim or wedge H EXPIRES: 12/31/2017 fabrication,handling,shipment and installation of components. necesaery. 8.This design la furnished subject to the limitations set foil,by T.Designshell adequate drainage is truss,ed. December 22,201 5 TPINJOCA in BCSI,copies of which ve11 be furnished upon8.PlatesKrol abith n on both faces of trues,and placed so their center request. Ilnss coincide with joint center lines. MiTek USA,IncJCompuTrus Software 7.6.7(1 L}E 9.Digits India.sire of plate in inches. 10.For bask connector plate design values see ESR-1311,ESR-1988(Mink) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TC: 2x4 KDDF #1&BTR TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 SPACED 24.0" O.C. 1-2=( 0) 43 2-4=(0) 0 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 HORZBRG REQUIRED ERG AREA OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -62/ 297V -1/ 38H 5.50" 0.47 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/ 48V 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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.088" 1-11-11 MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.132" l' f 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 5.00 MAX HOPIS. LL DEFL = -0.000" @ 1'- 10.9" MAX HOP.IZ. 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=l.6, 3 Truss designed for wind loads -I in the plane of the truss only. c, o o o ti eat f 2.>< i'<4 _4 -> M-3x4 \ y y 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 6-00 y '`��E0 PRope0 �N5 �NGINEF9 io Q 89200 P E �v JOB NAME : WESTWOOD PL2781-B HOGGANS PARK - FJ1 Scale: 0.6771 / WARNINGS: GENERAL NOTES, unless otherwise noted: Wft TrussFJl '7 1.Buider and erection oontrador should be advised of a8 General Nates 1.TMs design Ie based onlyupon the parameters shown and is bran Indbidual OREGON :lj and Warnings before construction commends. building component.Applicability of design parameters and proper 2.204 compression web bracing must be metaled where shown•. incorporation of component b the responsibility of the balding designer. t/ 3.Additional temporary bracing to insure stability during construction2.Design assumes the top and bottom chords la be laterally at _7 Y Q is the reaponsibilty of the erector.Additional permanent brad f 2'AAantl at 10 o.c,roapedNey unties braced throughout ihelr le h b [� O 14 2 e'‘'.*DATE: 12/2 2 2 015 the overall structure is the reeponsibmy of the building designe�r.o continuous eheathing such as plywood sheathing(TC)and/or drywal(i length MFl�R ILA_ 3.2s Impact bridging or lateral bracing required where shown n a SEQ.: Ki 615 2 9 4 4.No dad should be applied to any component until after al bracing and 4.Installation of trues is the responsibility of the respective contractor. fasteners are complete and at no tone should any loads greeter man 5.Design assumes trusses ere to be used in a noncorrosive envircoment. TRANS ID: LINK design dads be applied to any component. and are 1m'dry condition.'of use. 5.Compalnnhas nocontrol over and assumes norosponsiblltyfor the A DeaipnaesumeaN%Deeringalalsupperisshese.Shimorwetlgeif EXPIRES: 12/31/2017 fabrication,handling,shipment and installation of components. necessary' 6.This design b furnished subject to the limitations set forth by T.Pates assumes adequate drainage Page b provided. December 22,201 5 TPWWTCA in BCSI,copies of which will be furnished upon6.Plates c anal be with jointlocaten on tern races of truss,and placed so their tamer request. lines coincide with center lines. MTek USA,Inc./Compu7ms Software 7.8.7-SP2(1 L}E 9.Digits indicate size of plate in thdrs. 10.For bask connector plate design values see ESR-t31 t,ESR-1988(Wee) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICS TC: 2x4 KDDF CATION TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 4 SPECIFICATIONS BC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 43 2-6=(-95) 132 6-5=( 0) 18 BC/ 2x9 KDDF STAND SPACED 24.0" O.C. 2-3=(-188) 24 5-7=(-79) 219 5-3=( 0) 46 LOADING 3-9=( -18) 24 3-7=(-220) 81 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -60/ 369V -4/ 6H 5.50" 0.55 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) O 3'- 10.9" -82/ 69V 0/ OH 1.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6' U.0 0/ 100V 0/ OH 5.50" 0.16 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF 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/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 DEFL = 0.000" @ 9'- 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^ MAX HORIZ. TL DEFL = 0.005" @ 4'- 11.4" 12 5.00 D 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, IAll Heights), Enclosed, Cat.2, Erp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, M-4X6 Truss designed for wind loads in the plane of the truss only. e e m o 1 �® o M-3x9 2 M63x9 M-3x9 M-3x9 k b y l 2-03-12 2-07-10 1-00-10 y 1-00 y 2-05-08 y 6-00 3-06-08 y PROFes PROVIDE FULL BEARING;Jts:2,4,7 Co �"s �NGINEF , 4, Q 89200PE 9<' JOB NAME : WESTWOOD PL2781-B HOGGANS PARK - FJ2 - �� Scale: 0.5396 �'- WARNINOS: GENERAL NOTES, unossotlenwisenoted 7� , OREGON De A, Truss: FJ2 1.Builder and erection contractor should be adWsed Mall General Notes 1.This design k based only upon me pawneten:shown and is for an individual and Wambps bebre construction commences. building component.Applkabil%y of design parameters and proper /O �Y 14 2��P} 2.2r4 compression web bracing must be Imtaled where shown,. Incorporation of component o the responsibility of tie bulking designer. 3.Additional temporary bracing to Insure sobbly during construction �.Design assumes me top and bottom chortle o be laterally braced at is me responalbifty of the erector.Additional permanent bracing or T ob.and at 70'o.c.sueS as sly unless braced throughout their length by �C R�'`` DATE: 12/22/2015 the overall structure is the responsibility of the building daalgner, continuous sheathing each as plywood sheathing(TC)and/or drywati(BC). SEQ.: K1615295 4.No bad should be applied to any component until after a%bracing and 4.I sttalationofwins°isth.resppoonsibiltyyoftn where pediecontodor. fasteners ere compote and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment. TRANS ID: LINK design bads be applied to anyaomponent. and are for-dry condition.ofuse. EXPIRES. 12/31/2017 5.CompuTrus has no control over and assumes no rayon/away forme H.Design assumes full bearing at al supports shown.Shim or wedge% fabrication,handling,d,lpment and installation of components. 1B�nass December 22,2015 B.This design 6 mmohed subject to the Iim%atbna set forth by T.Design assumes adequate drainage is provided. TPIIW1CA in BCSI,copies of which wilt be famished upon8.Platesanal be boated on both sae of truss,and placed so Meir center request. linesescoincide with joint caudat puss. Wick USA,Inc./CompuTrus Software 7.6.7(1LK 9.Digit.indicate sine of plate in inches. 70.For bask connector plate design values see ESR-1311,ESR-1938(MRek) • 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: 224 KDDF #16 BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 93 2-6=(-137) 253 6-5=( 0) 18 BC: 2x4 KDDF #1S BTR SPACED 24.0" O.C. -3=(-31'_) 70 5-7=(-232) 919 5-3=( 0) 50 WEBS: 2x9 KDDF STAND 3-9= -96) 22 3-7=(-927) 239 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 a TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -63/ 389V -7/ 89H 5.50" 0.61 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 11.4" 0/ 150V 0/ OH 5.50" 0.24 KDDF ( 625) 5'- 11.7" -98/ 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/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 = 0.012" @ 2'- 3.8" Allowed = 0.259" MAX TL CREEP DEFL = -0.020" @ 2'- 3.8" Allowed = 0.339" 5-11-11 f MAX HORIZ. LL DEFL = -0.008" @ 4'- 11.4" MAX HORIZ. TL DEFL = 0.010" @ 4'- 11.4" 12 5.00 17 Design conforms to main windforce-resisting system and components and cladding criteria. -/ Wind: 140 mph, h=20.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. o M-4x6 i 3 0 I N Alli01111.....ISMIRMEI.13 I co o 7 I o a COMMIIMIMI ® o 1 M-3x9 0 1 2�� M6-3x4 M-3x4 M-3x4 b l b l 2-03-12 2-07-10 1-00-10 y 1-00 y 2-05-08 y 6-00 3-06-08 y .<(' •-PROFeci (PROVIDE FULL BEARING;Jts:2,7,9 ��� �NGINEF- ark `r/ 89200PE 9r JOB NAME : WESTWOOD PL2781-B HOGGANS PARK - FJ3 � ir Scale: 0.5396 Ili WARNINGS: GENERAL NOSES, untegomerwt:enotetl' 7,!I , OREGONtx &lV Truss: FJ3 1.Balder and erection contractor shouts be advised of all General Notes 1.Tits design h based only parametersupon the parameters shown and I.for an individual ,t1 2P\ �� and Warnings before construction commences. building component.AppiebMly of design parameters and proper <O 7 14 2.254 comprosebn web bracing moat be instated where shown+, incorporation of component h the responsibility of the building designer. Y 3.Additional temporary bracing to insure stately during construction 2.Design assumes the lop and bottom chords to De Merely bated at MFR R IL�- DATE: 12/22/2015 NIP responsibility of the erector.Additional permanent bracing of 2'�ynand o da.streaminreapply* .aid,sa eplyyxmood eeh.aamless �throughout their length by me overall structure b me responsibility of the building designer. com9lre) drywai(BC). 3.2x impact of tree or he relpre<bgtyof the where.he contractor.SEQ.: K1615 2 9 6 4.No load should be applied to any component anmafter.i bracing and 4.Installation ortrae,h m.responsibility of the respective<antr.aor. fa.tenare are complete and at no tine should any bade greater than 5.Design assumes trusses are to be used Inc noncorrosive environment. EXPIRES: 12/31/2017 TRANS ID: LINK design beds be applied to any component. and are for'dry condBon'of use. 5.CompuTrw has no control over and assumes no responsibly forme 6.Design assumes NR bearing at a1 supports shown.Shim or wedge M fabrication,handling,shipment and installation of component.. "°C°sssry' December 22,2015 6.Tits design B furnished subject to the limitations set font by 7.Design assumes adequate drainage Is provided. 8 TPVWICA in SCSI,copies of which will i be furnished upon request. neessoa shall with mint pmerrllines.faces of truss,and placed so their center Muck USA,IneiCompoiTfua Software 7.6.7(1 L)-E 9•Digits Indicate sire of plate In Inchesrvalues 1A For bask:connector plate design values see ESR-1311,ESR-1988(MRek) 4.This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.9" .l IBC ^_012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 2x4 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 93 2-7=( -90) 217 7-6=( 0) 18 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-275) 56 6-8=(-159) 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" -47/ 373V -10/ 116H 5.50" 0.60 KDDF ( 625) 4'- 11.4" 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'- 0.9" -17/ 31V 0/ OH 1.50" 0.05 KDDF ( 625) - BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "cc 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 = 0.254" MAX TL CREEP DEFL = -0.017" @ 2'- 3.8" Allowed = 0.339" 8-00-07 MAX HORIZ. LL DEFL = 0.006" @ 9'- 11.9^ '1 MAX HORIZ. TL DEFL = 0.009" @ 4'- 11.4" 12 5.00 17 5 Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 190 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, q (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, �) so Truss designed for wind loads A o in the plane of the truss only. I M-4x6 M 0 3 ,n o �ki I N g .1 of 2 f io ® to M-3x9 o N MZ3x9 M-3x9 M-3x4 2-03-12 2-07-10 1-00-10 b l y y 1-00 y 2-05-08 5-06-15 , , EQ PROF 6-0o 2-00-07 \�•j��G NGINEFF`S,s'j 'PROVIDE FULL BEARING;Jts:2,B,4,5 I �c..3...-,, V O 2 89200PE �� JOB NAME : WESTWOOD PL2781-B HOGGANS PARK - FJ4 , •/or /-y. Scale: 0.9471 - "a. WARNINGS: GENERAL NOTES, unless otherwise noted: 7,j ,OREGON �lV Truss: F J9 I.Binder and erection contractor Mould be advised of all General Notes 1.This design is based only upon the parameters shown and is bran Individual !I �OA �4 and Warnings batons construction commences. building component.Applbablhy of design parameters end proper /O �Y 14 2.254 compression web brain must be installed where shown+. incorporation of component h the responsibility of the building designer. 3.Additional temporary bracing to Insure stabWy doing construction 2.Design aaaumes the top and bottom chords to be lateretiy braced atill DATE: 12/22/2015 is the responsibility of the erector.Addgonal permanent bracing or z' opo stn,respectively otiose eacm throughout thein length by �R RIO- ihe overall structure is the responsibility of the bcdlding designer. cokg such as plywood sheathing(TC)and/or drywati(BC). 4• 4.No bad should be applied to any component ,g a 4.In impact bridging Is lateral bracing required the whpre strewn l+ SE K1615297 pe! no 1 until after greatereater and 4.Design gntas ufes bis es responsibilitytuofIMrospedolcoenviron fastenersign are compote and n1 no mpetime should any loads than 5.aelwe for'dry,tresses are b be aced b a rwntonid o environment, EXPIRES: 12/31/2017 TRANS ID: LINK deagnto.dabe.ppaad o.nr<amponeM. .nd.r.for'dry condition"of use. 5.CompuTrus hes no control over end assumes no responsibility for me 8.Design assumes NII bearing H a1 supports Moven.Shim or wedge g fabrication,handling,shipment and Installation of components. 7.Design asadequate drainage is provided. December 22,2015 8.This design is furnished subject to the limitations set forth by 8.Plates Mal be heated on both faces of tows,and placed so their center TPIIWfCA in BCS!,copies of which will be furnished upon request. lines coincide with Joint center lines. MRek USA,Inc./CompuTNs Software 7.6.7(1 L}E 8.Digits Indicate size of plate in Inches. 70.Fon bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by • PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF#SSBTR LOAD DURATION INCREASE = 1.15 1-2=(-25) 12 1-3=(0) 0 BC: 2x9 ROOF#1&BTR SPACED 29.0" O.C. .4 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" 0.09 KDDF ( 625) 1'- 11.7" -21/ 9671 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 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 '( fAND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.001" @ 1'- 2.2" Allowed = 0.08B" MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.2" Allowed - 0.132" 12 5.01 2 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.6ft, TCDL=9.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. 11 o N M O O ,-1 aJill O AKIMM 3'= M-3x4 J- y 2-00 (PROVIDE FULL BEARING;Jts:1,3,2 I Q 89200PE or *V__„. JOB NAME : WESTWOOD PL2781-B HOGGANS PARK - FSJ1 _ ::e . Scale: 0.7381 - WARNINGS' GENERAL NOTES, unless otherwise noted: I. T Truss' FSJ1 1.Bottler and eroctlonconbactorshould be advised ofall General Notes This design leheeedantyupon the parameters,Mwnand I.oran,ntlN,dual y OR EGON tui and Warnings before construction commences. bulldog component.Applicability of design parameters and proper 2.204 compression web bred Design assumes of dyofthe bullalgdesigner. LIQ 147`a�� "4 g must be instakd where shown 4. component k the responsibility 3.Additional temporary bracing to insure stability during construction 2.Design assumes me top and bottom chortle to he laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 1(r o.c.way as sty unless bread throughout/their length by DATE: 12/22/2015 the overall structure is the responsibility of the building designer. 3.5n Impact bridging 000ntinuous 9 lateral bracing required orequired where d sheathing(TC) tlrywell(BC). iliRR L SEQ.: K1615 2 9 9 4.No load should be applied to any component until after a1 bracing and 4.Installation of buss is the responsibility of the respectie 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 ID: LINK design bade be applied to any component. and are for'dry condition.ofuse. 5.CompuTnuhasnocontroloverandassumesnoresponsibilityforthe 6.Design assumes full bearing stelsuppodsshown.8Nmorwedge it EXPIRES: 12/31!2017 fabrication,handlig,shipment and InatellNbn of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forts by S.Plates anal ns,be boated on both faces of toand placed as Meir center December 22,2015 TPINJICA in SCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. MRek USA,Inc./CORIPUTn18 Software 7.6.7-SP2(1 L}E 9.Digin Indicate size of plate in inches. 70.For bask connector plate design values see ESR-1311,ESR-1968(MITek) This design prepared from computer input by • PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1-2=(-56) 26 1-3=(0) 0 BC: 2x4 KDDF 410BTR SPACED 29.0^ O.C. 4 TC LATERAL SUPPORT <= 12"OC. DON. 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" -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. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 _ AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX 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=1.6, Truss designed for wind loads in the plane of the truss only. N O O N M f O O 3' -7 NE2M M-3x4 b b b 2-00 1-11-11 <(.. - DPR Ore, (PROVIDE FULL BEARING;Jts:1,3,2 �,_, ' �NGINEF9 4> sik V 4. 89200PE If, JOB NAME : WESTWOOD PL2781-B HOGGANS PARK - FSJ2 '� Scale: 0.8988 -_ WARNINGS: GENERAL NOTES, unless otherwise rated: 7/� Er. Truss• FSJ2 1.Suptlerand ereclloncon9 oorahouldba advised orell General Notes Thkdesign kMseaonryupon heparomelerashown and isbraniM individual -yL OREGON �l�� and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compreubn web bracing mud be installed where shown�. incorporation of component k the responsbiliy of Me building designer. A/)' {' 2.O` �4 3.Additional temporary bredng to insure stability during construction 2.Design aaeumes the tap and bottom chords to be klerely braced at /O / 'f(} le Me responalblity of the erector.Additional permanent bracing of 2'o.c.and x110'o.c.respectively unless braced throughout their try bright by //w.,, 1 f1 DATE: 12/22/2015 Sr.overall shodure is the responsibility of the building designer. 3 continuous impactshegitg ng onng aterl bracing bpywgrtluired where e sown+tlrywen(Bq. �"RRIs+�" v SEQ.: El615 3 0 0 4.No load should be applied to any component until after ail bracing and 4.Installation othuss is the responsibility elite respecbre contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition`of use. 5.CompuTrua has no control over and assumes no responsibility for the A Design assumes full bearing at al suppose shown.Shim or wedge if EXPIRES: 12/31/2017 kbrkatbn,handling,shipment and installation of components. neansurv. 6.This design is furnished subject tothe limitations set forhby 8.Pashalbesign edoneothfacesonage Is truss,an ed. December 22,2015 8.Plates chat be boated on Mm feces of Truss,and placed so their canter TPhWfCA In SCSI,copies of which mill be furnished upon request. lines coincide wph joint center lines. MiTek USA,IncJCom uTrus Software 1 L 7.6.7-SP2 E e.Digits indicate she of plata In inches.( )- 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" I g GOND. 2: Desi n checked for net(-5 IC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 psf) uplift at 24 "oc spacing. BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12"OC. UON. system and components and cladding criteria. LOADING BC LATERAL SUPPORT <= l2"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 140 mph, h=15ft, 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 LOPS£ LIVE LOAD. TOP Refer to CompuTrus gable end detail for _ AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 12 5.00 1" 3 -/ 0 0 I N 2 _...aggilliglill11111 00000 o c FAIMINIMMINIIIIIIIIIIIIIIIIIII 1 M-3x4 9 1-07-04 6-00 PROFes c7�Cj NAG F9 cS/O 44 2 89200PE vI-- JOB NAME : WESTWOOD PL2781-B HOGGANS PARK - GGE4401"��. Scale: 0.6819 —ma...- - laillP WARNINGS: GENERAL NOTES, unless otherwise noted: '0 • Truss GGE tt- 1.BuilderanderectioncontractorshouldbeadvisedofallGeneralNotes 1.This designisbasedonlyupontheparamelerashowsendistoranindividual •7 ,ti OREGON bt mak' and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown 5. Incorporation of component is the responsibility of the building designer. {' 3.Additional temporary bracing to insure afaDAly during construction 2.Design assumes Me top and bottom chorda to be laterally braced al /Q / A 2�� "� Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at lryea°A.respectively unless braced throughout their length by Y 0.P DATE: 12/22/2015 the overall structure M the responsibility of the building designer. continuous sheathing adging or teh as plywood sheathing(TC)and/or drywall(BC).3.2x Impact MFR R I�` V SEQ.: Ki615 3 01 4.No bad shouw be applied to any component until after a1 bracing end 4.Installation off truss is me rolsponsbiily of the respadNe contractor. {r fasteners are complete and at no tine should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condtion•of use. 5.CompuTrus has no control over and assumes no responsibility ler the 8.Descoign�assu es NII bearing at al supporta shown.Shier or wedge 0 EXPIRES: 12/31/2017 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is gouged. 8.This design a furnished subject to the limitations set forth by 8.plates shall be located on both laces of truss,and placed so their center December 22,2015 TPIIW1'CA in BCSI,copies of whkh will be furnished upon request. lines coincide with Joint center lines. MiTek USA,Ins./CompuTrus Software 7.6.7-SP2(1 L)-E 9.Digits indicate sae of pate In inches. 10.For bask connector plate design values see ESR-1311,ESR-1088(MITek) 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/Cq=1.00 TC: 2x9 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 24.0" O.C. WEBS: 2x4 KDDF STAND2-3=(-103) 86 3-4=( -9) 4 LOADING TC LATERAL SUPPORT <- l2"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/ 487V -28/ 93H 5.50" 0.78 KDDF ( 625) LL = _5 PSF Ground Snow (Pg) 6'- 0.0" -28/ 244V 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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.017" @ -1'- 7.3" Allowed = 0.160" MAX TL CREEP DEFL - -0.018" @ -1'- 7.3" Allowed = 0.214" MAX TC PANEL LL DEFL = 0.079" @ 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" MAX HOPIZ. LL DEFL = 0.000" @ 5'- 8.2" 12 MAX HOP.IZ. TL DEFL = 0.000" @ 5'- 8.2" 5.00 p M-1.5x3 9 Design conforms to main windforce-resisting S -/ system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, A (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 0 N 1-1 O O f 2� - O 1 M-3x9 M-1.5x3 1 b l 5-08-04 0-03-12 b l b 1-07-04 6-00 89200PE yr JOB NAME : WESTWOOD PL2781-B HOGGANS PARK - GJ4 ,r"� ,...00:40-. Scale: 0.5694 WARNINGS: GENERAL NOTES, unless otherwise noted: t♦ Truss: GJ4 1.Buiderand erectoncontractor should beadvised ofarlGeneral Notes 1.This design kWsedonyupon the parameters shown and isfor anindiidual y OREGON tV and Warnings before construction commences. bullding component.ApplieablMy of design parameters end proper /� 2.2x4 compression web breang must be inetdAed where shown+. incorporation of component k the responsibility of me building designer. L< �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally brad at O 14 ZO A�" is the reaponsibidy of the erector.Additional permanent bracing of a a.c.and at 10'o.c.ro Ouch plywood unless braced throughout their length by A,, d _ 12/22/2015 the overall structure lathe r continuous aheammg as pywood sheamsng(TC)and/or drywall(Bc). •v/�p�10- DATE: v responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where Mown++ rl SEQ.: El615 3 0 2 4.No load should be applied to any component until after all brearg and 4.Installation of Wss is the responsibibly of the respective contractor. fasteners are complete end at no time should any Toads greater than 5.Design assumes trusses are to be used la a non-corrosive environment. TRANS I D: LINK design beds be applied to any component. and are for"dry condition•of use. 8. ^' 5.CompoTrus has no control over and assumes no responsibility forme Design assumes full bearing at ail supports shown.sor wedge 8 EXPIRES: 1 2/31/2017 fabrication.handling,shipment and Installation of components. wry' '.Design assumes aded ne drainage is trusse n December 22,2015 6.This design IS furnished subjectof w men.limitations set by 8.Plates shall be locates on both faces of truss.and placed so Mair center TPWVTCA in SCSI.copies of which wig be furnished upon request. lines coincide with joint center lines. MITek USA,Inc./Compu7rus Software 7.6.7(7 L}E 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1 311,ESR-1988(MITek) This design prepared from computer input by 4 Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF #16BTA TRUSS SPAN 5'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cpl=1.00 BC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 70 2-5=(-90) 44 3-5=(-152) 138 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2-3=(-67) 60 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4=( -9) 4 r< LL( ^_5.0)+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 HORZBRG REQUIRED BRG AREA OVERHANGS: 19.3" 0.0'• TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -91/ 456V -22/ 78H 5.50" 0.73 KDDF LL = 25 PSF Ground Snow (Pg) ( 625) 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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP GOND. 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 = 0.017" @ -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 f MAX HORIZ. LL DEFL = 0.000" @ 4'- 8.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 4'- 8.2" 5.00 17 Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 g 4 -/ Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, A End verticals) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 0 N O ss JOASIIIIIIIIIIIMIIIIIIIIIIIIIMEBAI O i 2 o 1 6 M-3x9 M-1.5x3 l l 1 4-08-04 0-03-12 y l 1 1-07-04 5-00 ���, �NG1NEF9 io 89200PE 9r JOB NAME : WESTWOOD PL2781-B HOGGANS PARK - GJ5 igailliPi Scale: 0.5785 liregar `. WARNINGS: GENERAL NOTES, unless otherwise noted: 4 Truss: GJ5 1.Builder and erection contractor should be advised of all General Notes 1.TN.design is based only upon the parameter shown and is for an individual 7 OREGON R �lV and Wemings before contraction commences. beading component.Applicability of design parameters and proper 2.204 compression wale bracing moat be installed where shown*. incorporation of component k the responsibility of the budding designer. ,Q 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom drams to be laterally braced at �Q I y A 20� �} DATE: 12/22/2015 lame raeponmNNy of the erector.Additional permanent bracing of r Data and at ICY Data reach as amass brand throughout their ell(B by 1 Y the overall structure MIND responsibility of the budding designer. continuous sheathing such as plywood sheet„kg(TC)and/or drywell(BC). iii ��'�� SEQ.: Kl 615 3 0 3 4.No load shook be applied toany component until after a1 Was 3.2e Impact bridging or lateral bracing required ante shown** ng and 4.Installation of buss is the responsibility of the respective conhador. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D: LINK design loads be applied to any component, and are for'Cry condroon•of use. 8.CompuTnte has no control over and assumes no responsibility for Me 8.Design assumes full bearing d el supports shown.Shim or wedge if EXPIRES: 12/31/2017 fabrication,bending.shipment antl Inatel a len of components. 7.Design aryssumss adequate drainage is provaea. 8.This design is furnished subject to the limitations set forth by Q Plates shall be,coated on both fares Gigues,and plead as their center December 22,2015 TPIM/1CA in SCSI,copies of which will be furnished upon request. lines coincide wall)dm anter Gros. MTek VSA,IncJCompuTms Sollwere 7.6.7(1 L}E 9.Digae indicate sae of piste in Inches. 10.For bask connector plate design values see E3R-1311,ESR-1988(MITek) This FIC designLUMBER:preparedLarry from computer input by PACIM LUMBER SPECIFICATIONS LU: 2x4 KDDF CATIOR TRUSS SPAN 4'- 0.0" 'COND. 2: Design checked for net(-5 LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF#16BTR psf) uplift at 24 "oc spacing. SPACED 24.0" O.C. Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12"OC. UON. system and components and cladding criteria. -_ BC LATERAL SUPPORT <= 12"OC. UON. LOADING 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. 12 Gable end truss on continuous bearing wall UON. 5.00 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. comp. to CompuTrus gable end detail for complete specifications. y 3 0 0 0 N O C3 I r— O 1111„"""""""""""""" 1 M-3x4 4 b )' 1 1-07-04 4-00 ,<� b PR°FFas 74GI N -z- % cc" 89200PE ter' JOB NAME: WESTWOOD PL2781-B HOGGANS PARK - HGE Scale: 0.8053 .. 0rw /0r aill, _ WARNINGS: and GENERAL NOTES, unbar otherwise thepar tweed: Cr Truss: HGE I.Builder warnings eon codnctot.houo be adWscommence.. stall General Nobs I.Thisdesigncomponent. based only upon the design parameters a and N for en individual '7 ".OREGON �4, snit Waming,bears construction commences. bribing component.AppIW biltiy of design paramebn end proper 2.2v4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of Me building designer. 2OA\ P+ 3.Additional temporary bracing to insure stability during consirudbn 2.Design assumes me op and bottom chords to be laterally bnud al �O 1 w Is Me responsibility of the erector.Additional permanent bred 2'o.c,and at IR o.c.respectively unless braced throughoutY' DATE: 12/22/2015 "Qat continuous sheathing such as plywood sheathing(7C) n dryee length by ��I the overall structure Ie theresponeSDRly of the building designer. 3.So Impact bridging or latent brad ,rasion tlrywall(BC). �� SEQ.: K1615304 4.No bad should be applied o any component until after al brad bracing of the where shown fasteners ere compote and et no thee anyshouldloadsall 4.Desigs of esu Is Me re to be.used of the respective contractor. TRANS I D: LINK deign bads be applied re. greeter then 5.Designassumes tresses aro b be In.non-corrosive environment, try component. end aro or'dry...Nihon.of use. 5.CompuTrus hes no control over end assumes no responsibility for the 6.Dem n assures MI bearing at al'PP"'shown.Side or wedge It fabrication.handling.shipment end Instaibeen of components. '"" EXPIRES: 12/31 J2017 S.Tho design N furnished subject to the limitations eel brio by 7.Design assumes adequate drainage is provided. TPIMWTCA In SCSI,copies of which will be lumbhed upon request. B loss coites ncide with joint cenll be touted on ts lineath r of Nies,and pout so their cellar December 22,2015 5.Digits Indicate size of plate in inches. MTek USA,Inc./CompuTrus Software 7.6.7-SP2(1L}E 10.For besk connector plate design values see ESR-131 f,ESR-19613(MITek) Thi -87/ 437V s design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR BC: 2x4 KDDF#1&BTR TC LATERAL SUPPORT <= 12"OC. UON. LOAD DURATION INCREASE = 1.15 1-2=( 0) 70 2-9=(0) 0 SPACED 29.0" O.C. 2-3=(-66) 27 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: 19.3" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -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" -93/ 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. - BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I .. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/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" 3-11-11 MAX TC PANEL TL DEFL = 0.016" @ 2'- 5.2" Allowed = 0.346" f f MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 12 5.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss ony. , 41 o , t 2� 9 0 M-3x9 b 1 J' 1-07-04 4-00 (PROVIDE FULL BEARING;Jts:2,4,3 I c��`os� AG'P NE- ,.., `S/O Cc" 89200PE 44, �r- JOB NAME : WESTWOOD PL2781-B HOGGANS PARK - HJ2 Scale: 0.6410 'n41111" /fli� • •0 _ WARNINGS: GENERAL NOTES, unless otherwise noted. /v Truss: HJ2 M B"'•rend°0dcontractor 1.This design Nbased only upon tlroparameters shown and Isfor enIndividual .72R ,OREGON �!v and Waminga before construction commences. building component.Applicability of design parameters and proper L A 2.204 compression web bracing must be installed where shown.. 116 incorporation of component k the respnmibllly of the building designer, t/ '1Q:\ �$ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the fop and bottom chords to be laterally braced at /Q _7 14 I°me responsibility or the erector.Additional permanent braing of 7 a.c,and at 70'o. respectively,u�n�braced throughout their knglh by p �j, DATE: 12/22/2015 th°overall structure is Me re°pon°berty of the building designer. continuous ridging sheathing(TC)and/or o arywan(Bc). Mr�R L�' V SEQ.: K1615305 4.No load should be applied to any component until alter albracing and 4.I�aMatkn oftrtruum or me responsibility bracing required the rwhere0110W111.1. contractor. fasteners are complete and at no erne should any loads greater than 5.Design assumes hisses are to be used in.noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for'idry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lit bearing at all supports shown.Shim or wedge d EXPIRES: 12/31/2017 febrieation,handling,shipment and installation of components, necessary. assu B.This design ifurnished Wiled to the limitations B set T.Design halbmaadedoteoor1.0e'oprev"e d. December 22,2015 e located TPI,WTCA In SCSI,copies of which will be furnished upon request. Imes cokicitle with joint canter nlimas of truss,and placed so their center MiTek USA,InalCompuTrus Software 7.6.7-SP2(1 L)-E 9.Digits intl 70.For bask cat^ssloe of plate in inches. dor plate design values see ESR-7377,ES R-1988(MITek) This design prepared from computer input by PACIFIC LUMBER: Larry M i LUMBER SPECIFICATIONS TC: 2x4 KDDF CATION TRUSS SPAN 2'- 6.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 BC: 2x4 KDDF#168TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 70 2-4=(0) 0 SPACED 24.0" O.C. 2-3=(-58) 17 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 OVERHANGS: 19.3" 0.0" DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS' REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 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 G2' COND. 2: Design checked for net 5I •• BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP I 9 (- psf) uplift at 24 'oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7 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 HOP.IZ. TL DEFL = -0.000" @ 2'- 5.2" 3 -' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads i in the plane of the truss only. 0 I 0 0 f- O1- - ZQ� 1 x M-3x9 J, y 1-07-04 2-06 )' IPROVIPE FULL BEARING;Jts:2,9,3 I ���Ep P R o,c. .. ' �' 0NG1NEed5 4O a. 4'' 89200PE 17r JOB NAME : WESTWOOD PL2781-B HOGGANS PARK - HJ3 / c!� Scale: 0.9416W Cr -` WARNINGS: GENERAL NOTES, unless otherwise noted: Truss HJ3 1.Builder and erection contractor should be advised stall General Notes 1.This design isbased onyupon the parameters shown and isfor anindNidual I' OREGON �Co and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be In&abtl where shown«. incorporation of component k the responsibility of the building designer. t/`., 253\ S �- 3.Additional temporary bracing to insure stability during construction 2.Design assumes me top and respectively an chords to de laterally braced at /O _7 s. r A is the responsibility of the erector.Additional permanent bracing o/ T o.c.and at tO o.c.ranch en ey unleu braced throughout their length by Y DATE: 12/22/2015 continuous sheathing such as plywood sheathing(TC)armor aryrnn B ` the overall structure is the any component of the building designer. 3.25 Impact bridging or lateral bradrg required where shown«• (C) ��R'0- DATE: : Ki 615 3 0 6 4.No load should be applied to any component until alter al bracing and 4.mstaMtbn of trues is the responarolAty of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-wnosive environment, TRANS ID: LINK design bade be applied to any component. and are for-dry conditioner use. 8.CompuTruahas rpcontrol over and assumes noresponsibility for the 8.necessary.assumes full baenngatalsupports shown.Shim orwedge If EXPIRES: 12/31/2017 fabrication,handling,shipment and installation of components. 6.This design Is furnished subject to the!kilotons set forth by T.Design haaaam.a.ded on botc drainage is trussea. December 22,2015 B.Rates steal a located on both races of trues,and placed co their center TPINVICA In SCSI,copies of which will be furnished upon request. Imes coincide with joint center lines. MiTek USA,IncJCompuTrus Software 7.6.7-SP2(1 L}E 9.Digits indicate We of pate in Inches. 10.For bask connector plate design values see ESR-1311,ESR-1886(MiTek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,y offsets are indicated. I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property Mita (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. I h� Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. n C1-2 C2-3 /j 6 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves MIECIM 4 may require bracing,or alternative Tor I a bracing should be considered. 1-� U �� O 3. Never exceed the design loading shown and never o U stack materials on inadequately braced trusses. O cs� 4. Provide copies of this truss design to the building ~ C7-8 Cha O P 9 For 4 x 2 orientation,locate designer,erection supervisor,property owner and plates 0-'Ag' 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 "Plate location details available in Mitek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 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 ,ij Indicated by symbol shown and/or res by text in the bracing section of the SYP represents values as published specifiedects,equal to or better than that by AWC in the 2005/2012 NDS Si' represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing if indicated. with effective date of June 1,2013 spacing indicated on design. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. �-- 15.Connections not shown are the responsibility of others. Indicates location where bearings t (supports) occur. Icons vary but 16.Do not cut or alter truss member or plate without prior reaction section indicates joint ©2012 MiTek®All Rights Reserved approval of an engineer. l number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® Min size shown is for crushing only. i•IIIIII 4- eWI 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all reps? (front y Plate Connected Wood Truss CConstruction. and pictures)beforertionsof use.This design Reviewing picturesback,alone words DSB-89: Design Standard for Bracing. is not sufficient. • BCSI: Building Component Safety Information, Ft/a ile Ie 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. 4 Installing&Bracing of Metal Plate Connected Wood Trusses. Mitek Engineering Reference Sheet:MII-7473 rev.01/29/2013 PacifièLumber & TRUSS COMPANY *ALL BEAM SIZ *SHEAR BLOCKING F 10515 SW ALLEN BLVD. *REFER TO STRUCTURAL PLAN BEAVERTON, OR (506) 858-9663 MOVE JOISTS +/ PL17-243 CUSTOMER:WESTWOOD LEVEL:UPPER FLOOR PLAN#: 2781B . .d1i PAGE# 2 OF 2 PLAN NAME: DESIGNER ERIC D. LOT#6 MANGOLD G.R. AUG I 0 2017 DESIGN DATE: 06/05/2017 SQ FT: 2871 CM'OF RD PAC.LBR.REV. ARCH PLAN DATE.06/27/2017 BUMPING' W 'JON PAC.LBR.REV. REV. PAC.LBR.REV. REV. Upper Floor Products PIotID Length Product Plies Net Qty J1 22-00-00 11 7/8" RFPI-20 1 1 J2 20-00-00 11 7/8" RFPI-20 1 11 J3 18-00-00 11 7/8" RFPI-20 1 15 J4 16-00-00 11 7/8" RFPI-20 1 9 J5 14-00-00 11 7/8" RFPI-20 1 11 J6 12-00-00 11 7/8" RFPI-20 1 31 J7 6-00-00 11 7/8" RFPI-20 1 8 J8 4-00-00 11 7/8" RFPI-20 1 4 B1 22-00-00 6 3/4" x 22 1/2" Glulam (1.8E 24F-V4 DF/DF) 1 1 B2 12-00-00 1.5 RigidLam LVL 1-3/4 x 11-7/8 1 2 B3 4-00-00 1.5 RigidLam LVL 1-3/4 x 11-7/8 1 1 B4 20-00-00 2.0 RigidLam LVL 3-1/2 x 11-7/8 1 1 B5 18-00-00 2.0 RigidLam LVL 3-1/2 x 11-7/8 1 3 B6 16-00-00 2.0 RigidLam LVL 3-1/2 x 11-7/8 1 1 B7 12-00-00 2.0 RigidLam LVL 3-1/2 x 11-7/8 1 1 B8 10-00-00 2.0 RigidLam LVL 3-1/2 x 11-7/8 1 1 B9 8-00-00 2.0 RigidLam LVL 3-1/2 x 11-7/8 1 1 B10 4-00-00 2.0 RigidLam LVL 3-1/2 x 11-7/8 1 1 B11 12-00-00 5-1/2 X 11-7/8 BIG BEAM 1 2 B12 4-00-00 BBO1 1 1 R2 20-00-00 1-3/4 x 11-7/8 LVL RIM 1 11 BK3 3-00-00 1.5 RigidLam LVL 1-3/4 x 11-7/8 1 22 Connector Summary PIotID Qty Manuf Product Skew Supported MtI H1 2 USP HD17112 - 1.5 RigidLam LVL 1-3/4 x 11-7/8 H2 4 USP HD412 - 2.0 RigidLam LVL 3-1/2 x 11-7/8 H3 63 USP TH017118 - 11 7/8" RFPI-20 Pacili �G umber & TRUSS COMPANY *AL *SHEAR I 10515 SW ALLEN BLVD. *REFER TO STRUCT BEAVERTON, OR (506) 858-9663 MOVE JOIS PL17-243 CUSTOMER:WESTWOOD LEVEL: MAIN FLOOR PLAN # : 2781B PAGE # 1 OF 2 PLAN NAME: DESIGNER ERIC D. LOT# 6 MANGOLD G.R. DESIGN DATE: 06/05/2017 SQ FT: 2871 PAC.LBR.REV. ARCH PLAN DATE. 06/27/2017 PAC.LBR.REV. REV. PAC.LBR.REV. REV. Main Floor Products PIotID Length Product Plies Net Qty J1 20-00-00 9 1/2" RFPI-20 1 5 J2 18-00-00 9 1/2" RFPI-20 1 5 J3 16-00-00 9 1/2" RFPI-20 1 20 J4 12-00-00 9 1/2" RFPI-20 1 5 B1 12-00-00 1 .5 RigidLam LVL 1-3/4 x 9-1/2 2 2 R1 20-00-00 (1 .5) 1-3/4 x 9-1/2 LVL RIM 1 8 BK1 4-00-00 9 1/2" RFPI-20 1 20 BK2 4-00-00 1 .5 RigidLam LVL 1-3/4 x 9-1/2 1 12