The URL can be used to link to this page

Plans crdo(S Ocsay 5-o" l'-1) alux 2'-o� RECEIVED I 01 , kr, w ` � , � < <. c,_ DEC g 2015 N w W N NCO CI fY OF TIGARD I 1 1 g 9 � , BUILD DIVISION GJ1 li&_ II SJ1 GJ2 7111•11� N -d4 SJ2 4 G.13 _ ,lU.— ii� SJ 4 D3 (2) F' �„ — ..�3 31'-0" „ „ �.a?i 15: .,(2) , GJ5 (5) D6 9',. 3/ FJ1_ utiimm N lIl ` C J2 — IleWilkv-- 1.....:... FJ3�r ' Iga.1*,•;,41[11LFJ4i y • < go '-7 1✓' iIL �I1 FJ3".1`I, . - • FJ1 i it I I HJ2 19 Ir E AI . . m E4 (2) N I cm N E3 (3) HJ3 5) 8 -i 1I FH1 " ii ,If? - - 3,� i �i v, 7 HJ2 _ r— \■■ --- HJ1 _MI— ep N � SJ1 i a 1 , , I R�t duSZ‘ 4411 = N 17 cry" 0 ts i7f .P W toT-6" 4'-6 28'-O �'-0 k 39'-0" 1 ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS WESTWOOD 12/18/15 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND PROJECT TITLE: ENGINEERED STRUCTURAL REVISION-1: DRAWINGSFORALLFURTNER �IIIfi umber 17934JECT OD PL278 -A HOGGANS PAANA: STRU(BT WINGS FOR AL F R HERD PLAN: DRAWN Y.' LARRY M REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING 2781 / A CHECK D BY: DESIGNER/ENGINEER OF RECORD TO TRUSS REVIEW AND APPROVE OF ALL COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. � t lot MiTek® MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 17934 WESTWOOD PL2781-A HOGGANS PARK ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1608457 thru K1608512 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. „cD PROFes s �c\� "T 4c, NE- z,, E9 /0'L Q 89200PE 9r' OREGONNt), �lV� 14, 20 4 �E'RRIL�- � December 18,2015 Baxter,David The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by PACIFIC LUMBER: Larry M I LUMBER SPECIFICATIONS TRUSS SPAN 10'- 11.0" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=21ft, 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, 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 lSPSF 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 1 1' 12 12 (7 TIM-4x4 8.00 Q 8.00 3 . /- 2 11011111111111111111111111116: -/p c IA I o 1 O M-3x4 M-3x4 l l l l 1-00 10-11 1-00 "; <-?,,..o p8°Ffiss 4t' 89200PE 9r JOB NAME : WESTWOOD PL2781—A HOGGANS PARK — Al �� > Scale: 0.5134 =_ t _ WARNINGS: GENERAL NOTES, unless otheedsenoted: 10 OREGONA �/� Truss: Al 1.Builder and erection contractor should be advised of all General Notes 1.This deign N basad only upon the parameters shown and is for an Individual t and Warnings before construction commences. bugdry component.Applicability of design parameters and proper L. ,, A0 2.2x4 compression web bracing mug be installed where shown«. Incorporation or component Is Me responYdlky of the bulkikp designer. 2 3.Additional temporary bracing to insure stability during construction 2.Design assumes ill top and bottom cholla to be laterally hawed et �O ''4 LO (�� h ill resporoldlgy of the erecter.Additional permeroM bracing of 7 o.c,and at tO o.c.espeot vely unless braced throughout their length by (�`- DATE: 12/18/2015 the overall structure is the reeporobbty of the building designer, continuous sheathing bgsn such as g re aired here s)end/or dywell(BC). c✓/ [�O I�l v 3.In impactbridgingto tlhterelbracingroofthe where°towo«a n fl {+• SEQ. : K 160 8 4 5 7 4.No wad should he applied b am oomporom until after ab bracing and 4.Inehllatlon or buss lathe reapororonlry or the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design bads be applied to any component. and are for condition"of use. 5.CompuTVshas nocontrol over and assumesnoreaponsbllityfor the e. ^°>I'wm�rd'bee"re°'al°ups"°stew^.3blm°rwedgeg EXPIRES: 12/31/2015 fabrication,handkq,shipment and Installation a/components. 7. y. assumes adequate drainage 0ed. December 18,2015e.This design la furnished ubMct to the limitations est forth by e.plates shall 00basted on both faces of truss,and paces so their center TPINJTCA In SCSI,copies of which will be Nrnlshed upon request. Tines coincide with joint center lines. 0.Diggs mints elle or piste In inches. Wee USA,InsiCompuTru.Software 7.6.7-SP2(1L)-E 10.For basis connector plate design values see ESR-1311,ESR-t980(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 10'- 11.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-6=(-15) 296 6-3=(0) 247 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-964) 98 6-4=(-15) 296 WEBS: 2x9 KDDF STAND 3-4=(-469) 98 LOADING 4-5-( 0) 63 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED HAG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -9B/ 572V -91/ 91H 5.50" 0.92 KDDF ( 625) 10'- 11.0" -98/ 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 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.002" @ 11'- 11.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 11'- 11.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.049" @ 7'- 11.5" Allowed = 0.393" 5-05-08 5-05-08 MAX TC PANEL TL DEFL = 0.117" @ 7'- 9.3" Allowed = 0.589" 12 12 MAX HORIZ. LL DEFL = 0.002" @ 10'- 5.5" IIM-4x4 MAX HORIZ. TL DEFL = 0.004" @ 10'- 5.5" 8.00 F77 Q 8.00 4.0" 3 di11,1,111 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. a oP_Z 1441._MIIMILIIIIIIIIIhillilit; o = o 0 m 1 11.7=-4116 �1, l 0 M-3x4 M-1,5x3 M-3x4o l )' b 5-05-08 5-05-08 b 1 l ��ED P R OPPss 1-00 10-11 1-00 ��\� 0„y�I NE�.R /c2 �'• 89200PE vr' JOB NAME : WESTWOOD PL2781-A HOGGANS PARK - A2 �r� /�. Scale: 0.9509 ��(( WARNINGS: GENERAL NOTES, unless otherwise noted' t,J Cr Truss: A2 1.Builder and erection contractor should be advised of all General Note. 1.This design is based only upon the parameters shown and is for an individual 7 OREGON s�, �£(// and Warnings before constriction commences. budding component.ApplkabNty of design parameters and proper y. 2.2a4 compression web bracing must be installed where shown+. incorporation of component la Me responsibility of building deagner. L y` 3.Additional temporary bracing b Insure stability during construction 2.Design rad et lG the top and bottom chords to he laterally braced H /� • 14, ©�a�1 is the responsibility of the erector.Additional permanent bracing of 7 o.e,anti et oa o.c.respectively unless a braced throughout their length by r continuous sheathing or latera as acinrequired e sheathing(TC).own«drywall(BC). /-R rl I�� DATE: 12/18/2015 the overall structure is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing plywood s e at where shown«+ ".N7 SEQ.: Ki60 8 4 5 8 4.No bad should be applied to any component until after ail bracing and 4.Installation of trues A the responsibility of the respective contractor. fasteners are complete and at no time should any bade greater than 5.Design assumes tnwes are to be used Ina non.00ro&ve environment, TRANS I D: LINK design bads be applied to any component. and are for'dry condNdn•of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design sestinas NII beading at el supports shown.Shim or wedge if EXPIRES: 12/31/2015 necessary. fandcatbnAlabenIng.shipment and Installation of components. 7.Design assumes adequate drainage is provided. Decem be 1 8,201 5 8.This designn b furnished aub)ed to the NmtiatiGne set forth by 8.Plates shall be located on both faces of truss,and placed so Mee center TPI/WICA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate aha of plate in inches. MiTek USA,Inc./COmpuTtue Software 7.6.7-SP20L}E 10.For bask connector plate design values see 186-1311,ESR-1988(Web) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 18'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF #l&BTR; LOAD DURATION INCREASE = 1.15 1-3=(-519) 174 1-6=(-179) 364 3-7=(0) 229 2x6 KDDF #168TR Ti SPACED 24.0" O.C. 2-3=( 0) 0 6-7=(-163) 369 BC: 2x4 KDDF #16BTR 3-4-(-535) 242 7-4=(-145) 371 WEBS: 2x4 KDDF STAND LOADING 4-5=) 0) 63 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -400/ 471V -61/ 52H 96.00" 0.75 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR 8'- 0.0" 0/ 164V 0/ OH 96.00" 0.26 KDDF ( 625) ALL TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 18'- 5.5" -161/ 603V 0/ OH 5.50" 0.96 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 0.0" 12.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M-1.5x4 or equal at non-structural MAX LL DEFL = -0.002" @ 19'- 5.5" Allowed = 0.100" vertical members (uon). MAX TL CREEP DEFL = -0.003" @ 19'- 5.5" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.014" @ 9'- 9.8" Allowed = 0.392" Unbalanced live loads have been GABLE TO CDETAILOS STANDARD GABLE END DETAIL FOR COMPLETE MAX TC PANEL TL DEFL = 0.031" @ 10'- 0.3" Allowed = 0.588" considered for this design. SPECIFICATIONS. MAX HORIZ. LL DEFL = -0.003" @ 18'- 0.0" MAX HORIZ. TL DEFL = 0.005" @ 18'- 0.0" 19-05-08 1-00 Design conforms to main windforce-resistingII 1 T T system and components and cladding criteria. 10-02-12 3-09-04 5-05-08 f f f f Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1212 load duration factor=l.6, 2 B.00 17 2 -M-4x9+ . 8.°° End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-9x6 o .I o li d 6 L if O M-3x9 M-3x5 M-3x9 0 M-3x9+ ED PROF y 13-00 y 5-05-08 y y ��Ca' GINE U/ s/o 1-00 18-05-08 1-00 cry' :9200PE 2-1! JOB NAME : WESTWOOD PL2781-A HOGGANS PARK - B1 Sale, 0.2895 0 • /1--- WARNINGS: GENERALNOTES, 0,e.,etwwbenoted: = OREGON D� 41, 1.Builder and erection contractor should be advised of all General Notes 1.This design b based ony upon the parameters shown end b for an Individual l� 1 Truss: B1 and Warnings before construction commences. building component.Applicability of design parameters and proper / T 14 2.204 compression web bracing moat be installed where shown•. Designration of component Is Me responsibility of me building designer. �� L f O(�P 3.Additional temporary bracing to Inure stability during construction 2. aromas Or top and Eotlom cholla to be laterally braced at MF(�a.?R t_\ V Is the responsibility of the erector.Additional permanent bracing of 2 ox.end at 10 on.respectively unless braced throughout their length by ` �r DATE: 12/18/2015 me overall strudarebthe reresponsibility of d mmMmussheathiorg e"d'.bacingreawedehereown6C)andlor drywan(Bc>. apo RY o ng designer. 3.le Impact bridging a lateral basing requited where shown h• e SEQ.: K 160 8 4 5 9 4.No bad should be applied b any component until after as bracing all 4.installation of bur b the responsibility of the respective contractor. fasteners are complete and at no One should any bads greater than 5.Design sesames busses are to be used in a non-corrosive environment, .mEXPIRES: 12/31/2015 TRANS ID: LINK design loads be applied to any component. gn for eanabea ofDer. 5.Comp less has no control over and assumes no responsibility brill 8.Design assumes NII bearing at all supporta shown.Shim or wedge If ne . December 18,2015 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage b provided. 6.This design is furnished subject to the limitations set forth by B.Plates sire be located on both hoes of bur,and paced so their canter TFIN/RCA B Bcsi,copies of which will be furnished upon request. lines coincide conn joint center lines. 9.Digits Indata she of plate in Inches. MiTek USA,Ino./CompoTrus Software 7.6.7(1L)-2 10.For basic connector plate design values see ESR-1311,ESR-1988(MRek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 18-05-08 GIRDER SUPPORTING 24-07-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 -` TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-10828) 2414 1- 8=(-1854) 8358 8- 2=( -868) 3908 11- 6=(-726) 206 BC: 2x6 KDDF SS 2- 3=( -6840) 1530 8- 9=(-1818) 8192 2- 9=(-2736) 678 6-12=(-274) 1372 WEBS: 2x4 KDDF STAND; LOADING 3- 4=( -4908) 1154 9-10=(-1154) 5496 9- 3=( -662) 3034 2x6 KDDF #2 A LL = 25 PSF Ground Snow (Pg) 4- 5=( -4902) 1152 10-11=(-1046) 5040 3-10=(-2670) 656 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 18'- 5.5" V 5- 6=( -6238) 1394 11-12=(-1256) 5802 10- 4=(-1230) 5236 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 262.6)+DL( 212.3)= 495.1 PLF 0'- 0.0" TO 18'- 5.5" V 6- 7=( -7530) 1644 12- 7=(-1266) 5854 10- 5=(-1840) 460 BC LATERAL SUPPORT <= 12"OC. UON. 5-11=( -432) 2036 @@ADDL: BC CONC LL+DL= 2694.0 LBS @ 2'- 6.0" _,"-- BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ( 2 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Attach 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1683/ 7541V -133/ 133H 5.50" 12.07 KDDF ( 625) nails staggered: 18'- 5.5" -1199/ 5474V 0/ OH 5.50" 8.76 KDDF ( 625) \n/ 9" oc in 1 row(s) throughout 2x4 top chords, BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP /yVX\ 9" oc in 2 row(s) throughout 2x6 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" oc in 1 row(s) throughout 2x4 webs, 9" oc in 2 row(s) throughout 2x6 webs. ICONS. 2: Design checked for net(-5 g psf) uplift at 24 "oc spacing. @@ HANGER BY OTHERS TO APPLY CONC. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 LOAD(S)EQUALLY TO ALL MEMBERS. MAX LL DEFL = -0.059" @ 12'- 2.8" Allowed = 0.877" MAX TL CREEP DEFL = -0.158" @ 6'- 2.7" Allowed = 1.169" MAX HORIZ. LL DEFL = 0.021" @ 18'- 0.0" MAX HORIZ. TL DEFL = 0.043" @ 18'- 0.0" 9-02-12 9-02-12 T f f Design conforms to main windforce-resisting 2-05 4-01-03 2-08-09 2-08-09 3-10-07 2-07-12 system and components and cladding criteria. T T T T T T T 12 12 Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 8.00 Q 6.00 load duration factor=1.6, 4.0" End vertical(s) are exposed to wind, 4 .F-+f Truss designed for wind loads iiN in the plane of the truss only. M-3x5 M-3x5 3 e. M-3x8 M-3x5 2 ,c o� M-5x10 El '��5x10 o �® ® ® ro m 1� 8 9 10 11 12 .-�7 o o M-4x8 M-5x6 M-3x10 M-4x6 M-1.5x3 o )' ytz699# )' )' )' y )' 2-03-04 3-11-07 3-00-01 3-00-01 3-08-11 2-06 ��ED P R OFFS J‘ 18-05-08 y ��5 �cNGINE�9 `�iO442 `t :9200PE �r JOB NAME : WESTWOOD PL2781-A HOGGANS PARK - BGIRD �j-,,,' ' Scale: 0.2844 a. �. WARNINGS: GENERALNOTES,6 b, unteupo the parameters aram te: 74. .q OREGON 44 BGIRD 7�and~ninth tebn contractorshould comencebed atoll General Noce. 1.Thisdesign lebased only upon op Beds parshownameters andnlafor epan individual 7 ,i Truss: and Weminga bebre construction commences. bukMng component.Applicability of design paremeho ane proper A far. 2.2s4 compression web bracing most be Installed where shown 0. incorporation of compere is Me reaponstcillry Dime building designer. -7 Y, O� 3.Additional hmpora7 bracing to Insure stability during=instruction 2.Design assumes the hp and bottom chortle h be laterally braced at / ''4 (� �A�' b the reeponelcil5y of me erector.Additional permanent bracing of 2 o.c.and at 10 o.c.reach en plywoodly unless booed throughout Meir length by `_ DATE: 12/18/2015 continuous sheathing such as sheathing(7C)endbr drywall(BC). ��R'`� Me overall structure is the responsibility of Me building designer. 3.2e Impact bridging or lateral bracing required where shown++ SEQ.: K 1 6 0 8 4 6 0 4.No bad should be applied to any component until after all bracing and 4.Installation of trues Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design aesunroe Pusses are to be used in a noncorrosive environment. TRANS ID: LINK design loads be applied to any component. and are for dry coconditionDross. 5.Combat.has no control over and assumes no responsibility far the 6.Design assumes hal beating at all supports Macon.Shim or wedge If EXPIRES: 12/31/2015 fabrication,handling.shipment and Installation of components. necessary. 7.Design assumes adequate drainage 6 hssfoprovided. December 18,2015 6.716s design is fumlMad subject to the limitations sat forth by B.Plates shall be located on both feces of talus,and placed so their center TPIIWICA In SCSI,copies=which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./ComuTrus Software 7.6.7 1 L E 9.Digits indicate sive of plate In Inches. P ( 10.For basis connector plate design values see ESR-1311,ESR-1956(Mock) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 9'- 7.0" OND. 2: Design checked for net psf) upliftspacing. at 24 "oc s acin TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF#16BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=20.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 POE 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 'I f T 12 12 8.00 F IIM-4x9 Q 8.00 3 Ii Alio,411Ii1i .. r Hi , o iiiii O d 1 o M-3x4 M-3x4 y 1 )' l 1-00 9-07 1-00 �� \; ��yGINEc9 /�2 `x• 89200PE• 9r' JOB NAME : WESTWOOD PL2781-A HOGGANS PARK - Cl Scale: 0.5915 •�,007,....-...WARNINGS, GENERAL NOTES, unlees omenvise noted: O 02‘0, • Q"' Truss: C 1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and isforn Individual 7I O ON w �/�. and Warnings before construction commences. building component.Appliabibty of design parameters and 4 W • 2.2r4 compression web bracing mud be installed where shown.. incorporation a/compoant Is me responsibility of line building designer. i6 q t' y 4' „©1 3.Additional temporary bracing m Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braved st / / 't,/, �� is the responsibility of Ms erector.Additional permanent bracing of 7 o.a a W at lO o.e.reapedWely unless braced throughout their length by //w� DATE: 12/18/2015 me overall structure leg„recontinuous sheathing such es plywood insect a g(TC)and/or drywall(BC). 47`R R I I-� responsibility of the building designer. 3.2r Impact bridging or lateral bracing required where drown.. SEQ.: K 1 60 8 4 61 4.No load should be applied to any component until after al bracing and 4.Instelistiun of muss is the responsibility of the resPedive contractor. fasteners are complete and at W time should any bads greater than 5.Design assumes tenses am toWco be used Ina rnoswe environment. TRANS ID: LINK design wade be applied to any tamponed. and are r 'dry WWNW'oraea. 5.CempuTrus has no control over and assumes no respnnsibillty for the 8.Desitin assumes tell bearing at dig supports shown.Shim or wedge I/ EXP I RES: 12/31/2015 fabrication.handling,shipment and installation of components. rreaseary. '.PAte shat be sed drainagefce"pwos°stn December 18,2015 6.This design is Nmishetl subject to the limitations set forth by S.Pistes ctrl be bated on both faces of iruea,and placed so their anter TPINVTCA in SCSI,copies of which 1581 be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc/CompuTrus Software 7E 7.6.7-SP2 l 9.Digits innate°Its of pleb in Inches. ( 10.For basic conador plate design values see ESR-1311.ESR-1988(MiTek) 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: 2x9 KDDF STAND LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-4648) 1039 1- 6=( -788) 3614 6- 2=( -208) 1032 BC: 2x6 KDDF SS 2- 3=(-3804) 889 6- 7=( -780) 3578 2- 7=( -586) 160 WEBS: 2x9 KDDF STAND; LOADING 3- 9=(-3799) 882 7- 8=(-1162) 5300 7- 3=( -932) 4008 2x9 DF STAND A LL = 25 PSF Ground Snow (Pg) 9- 5=(-6982) 1580 8- 5=(-1216) 5949 7- 9=(-2916) 706 TC UNIF LL( 50.0)+DL( 19.0)= 64.0 PLF 0'- 0.0" TO 9'- 7.0" V 4- 8=( -918) 4072 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 325.0)+DL( 291.0)= 566.0 PLF 0'- 0.0" TO 9'- 7.0" V BC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA @@ADDL: BC CONC LL+DL= 3364.0 LBS @ 6'- 9.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) _, '- 0'- 0.0" -869/ 3898V -65/ 65H 5.50" 6.24 KDDF ( 625) ( 2 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 7.0" -1244/ 5503V 0/ OH 5.50" 8.81 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. nails staggered: \n/ 9" oc in 1 row(s) throughout 2x4 top chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP /YVy\ 6" oc in 2 row(s) throughout 2x6 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND. 2: Design checked for net(-5 9" oc in 1 row(s) throughout 2x9 webs. gpsf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.027" @ 6'- 10.3" Allowed = 0.933" MAX TL CREEP DEFL = -0.077" @ 6'- 10.3" Allowed = 0.578" 4-09-08 4-09-08 1' 4' 4' MAX HORIZ. LL DEFL = -0.007" @ 9'- 1.5" MAX HORIZ. TL DEFL = 0.015" @ 9'- 1.5" 2-10-07 1-11-01 1-11-01 2-10-07 4' T T T T 12 12 Design conforms to main windforce-resisting 8.00 M-4x6 Q 8.00 system and components and cladding criteria. 3 4,0" Wind: 140 mph, h=20.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 104444 load duration factorexpo �HANER BY OTHERS TO APPLY CONC. End vertical(s) are exposed to wind, �LbAD(S)EQUALLY TO ALL MEMBERS. Truss designed for wind loads in the plane of the truss only. M-3x5 M-3x8 z AA 111001, 116 M-5x10 M-5x10 r- Al I Illig ki Al Id ll saimil ktiii!. , 170 l0 1. 6 7 8 05 I 0 M-1.5x3 M-4x8 M-4x8 y y i' 136414 y 2-08-11 2-00-13 2-00-13 2-08-11 ). ), 9-07 �°�Etj PROP .A., ' So, ANG'N�FR /ei, �• 89200PE. 1 JOB NAME : WESTWOOD PL2781-A HOGGANS PARK - CGIRD • Scale: 0.9796 'dear/�•' WARNINGS: GENERAL NOSES, unless otherwise noted: O ‘41'. • CC 1.Braider and erection conhedor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for en individual Ni y�" Truss: CGIRD and Warnings before construction commences. building component.Applicability or design parameters and proper �� /� µ ' 2.2a4 compression web bracing mud be installed where Mown+. Incorporation of component is me responsibility Mme building deNgner. .9 l� '16\6\ 3.Additional temporary bracing to Insure stability during comstruction Z.Design assumes the top and bottom chorda b be istersly braced N / 14 v .(•• �Qv. is the responsibilly of the erector.Addisonal permanent bracing of 7 0.0.end at ee o.e.respectively plywood eosd a brecod throughout r drybosh W s DATE: 12/18/2015 the overall structure is the responsibility of the bullctnp designer. 3.continuous sheathing such as plywood eheambp(TC)and/or drywalliBC). `V/ ' I Il'�\ Impact bridging or lateral bracing required where shown+. el �r SEQ.: K 160 8 4 62 4.No wad should be applied to any component ante after ail bracing and 4.Installation of truss is the responsibility or 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 ID: LINK design beds beapplied to any component. and are for dry conditionof see. 5.CompuTms has no control over and assumes no responsibility for the 8.Design assumes full bearing et all supports Mown.Shim or wad5e R EXPIRES: 12/31/2015 fabrication,handling,shipment end installation of components. cosign as 6.This design is furnished subject to the limitations set forth by 8.Design assumes b:llooa�on°both�so"russ,andplaced sotheir center December 18,2015 TPI/WTCA in BISI.copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MITek USA,Inn./CotepuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 31'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cit=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 70 2- 8=(-361) 2237 8- 3=( 0) 338 BC: 2x4 KDDF#1&BTR SPACED 24.0" D.C. 2- 3=(-2532) 497 8- 9=(-369) 2233 3- 9=(-B45) 265 WEBS: 2x4 KDDF STAND 3- 4=(-1703) 909 9-10=(-904) 2233 9- 4=(-124) 865 LOADING 4- 5=(-1703) 909 10- 6=(-901) 2237 9- 5=(-845) 269 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2532) 497 5-10=( 0) 338 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( 0) 70 TOTAL LOAD = 42.0 PSF OVERHANGS: 19.3" 19.3" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -229/ 1485V -121/ 121H 5.50" 2.38 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 31'- 0.0" -229/ 1985V 0/ OH 5.50" 2.38 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.017" @ -1'- 7.3" Allowed = 0.160" MAX TL CREEP DEFL = -0.018" @ -1'- 7.3" Allowed = 0.214" MAX LL DEFL = -0.122" @ 15'- 6.0" Allowed = 1.504" MAX TL CREEP DEFL = -0.299" @ 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" Design conforms to main windforce-resisting 15-06 system and components and cladding criteria. 15-06 T f T Wind: 190 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 8-02-02 7-03-14 7-03-14 8-02-02 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T f T T 1' load duration factor=l.6, 12 12 End vertical(s) are exposed to wind, 5.00 D IRM-4x4 Truss designed for wind loads 4 5.00 in the plane of the truss only. 4.0" fliiiiiii M-3x9 M-3x4 3 5 r o r :i o 0 1 10D o o M-3x5 M- 185x3 90.25" M-1.5x3 M-3x5 0 M-5x8(S) RP y 8-00-06 y 7-05-10 y 7-05-10 y 8-00-06 1 �S��NG N�� $'/O y 1 R 1-07-04 31-00 1-07-04 ,�./ 2 89200PE 9I- JOB NAME : WESTWOOD PL2781-A HOGGANS PARK - D3 Scale: 0.1981 -int WARNINGS: GENERAL NOTES, unless otherwise noted: I. OREGON �Q Truss: D3 1.Builder and erection contactor should be advised of ell General Notes 1.This design is based only upon me parameters shown end is for an ktdMdual I and WamMgs before construction commences. bunting componem.Applicability or design parameters and proper G y. 2.2s4 compression web bracing must be Metaled where shown.. incorporation of component is me responsibility of the b NaMg designer. /` .!'1 14, ' ©� 3.Additional temporary bracing to Insure ebbllfty during construction 2.Design assumes the top and bottom chords to a laterally brand at /Vl / �� is the responsibility of me erector.Additional permanent bracing of 2 Dasa as at 10 Dasa respectively unless bread throughout their length by continuous aheatNng such as plywood required o (TC)and est drywall(BC). MFR R 1 0\ DATE: 12/18/2015 me overall structure is the responsibility or the building designer. 3.2s Impact bridging or lateral bracing required where shown.* rl 10- DATE: SEQ.: Ki6 0 8 4 6 3 4.No bad should be applied to any component until after all bracing and 4.Installation of trues is the responsibility of the respective contractor. fasteners are complete and at no time should any beds greater man 5.Design assumes trusses are to be used in a non-comely.environment, TRANS ID: LINK design bade be applied lo any component. and are for'My conditionel use. 5.CompuTrus has no control oyer end assumes no reeponelbilly for the 6.Design assumes roll bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2015 fabrication,handling,shipment and Msialisnon of components. '.Delaatgn gn assumes adequate drainage is provided December 18,2015 6.This design is furnished tabled to the limitations set form by 8.plates shall be located on both has of truss,and placed so their center TPINVICA in SCSI,copies of which will be furnished upon request. Anes coincide with joint center lines. 9.D61e indicate size of plate M inches. MiTek USA,Inc/CompuTrus Software 7.6.7(1L)-E 10.For basis connector plate design values me ESR-1311,ESR-f988(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: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-13598) 2896 1- 8=(-2618) 12380 8- 2=( -132) 698 11- 6=(-752) 286 BC: 2x4 KDDF SS; SPACED 24.0" O.C. 2- 3=(-13104) 2810 8- 9=(-2612) 12348 2- 9=( -338) 104 6-12=( 0) 334 2x8 KDDF SS B1 3- 4=( -7088) 1464 9-10=(-2424) 11602 9- 3=(-1146) 5134 WEBS: 2x4 KDDF STAND; LOADING 4- 5=( -4080) 844 10-11=(-1210) 6334 3-10=(-5916) 1368 2x4 KDDF STUD A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -4120) 834 11-12=( -750) 4378 10- 4=( -668) 3236 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -4886) 872 12- 7=( -746) 4382 4-11=(-3574) 824 TC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD= 42.0 PSF 11- 5=( -532) 2772 BC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA @@ADDL: BC CONC LL+DL= 1301.0 LBS @ 4'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) JT 1: Heel to plate corner = 1.00" @@ADDL: BC CONC LL+DL= 4543.0 LBS @ 6'- 0.0" 0'- 0.0" -1304/ 6178V -109/ 109H 5.50" 9.88 KDDF ( 625) 31'- 0.0" -392/ 2270V 0/ OH 5.50" 3.63 KDDF ( 625) ( 2 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Attach 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. nails staggered: 9" oc in 1 row(s) throughoutt 2x4 top chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 2 row(s) throughout 2x8 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" oc in 1 row(s) throughout 2x4 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL = 0.144" @ 10'- 4.5" Allowed = 1.504" MAX TL CREEP DEFL = -0.456" @ 10'- 4.5" Allowed = 2.006" .. For hanger specs. - See approved plans MAX HORIZ. LL DEFL = -0.091" @ 30'- 6.5" MAX HORIZ. TL DEFL = 0.094" @ 30'- 6.5" @@ 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 15-06 End vertical(s) are oo wind, T Trussdesignedf 4-01-12 2-00 4-06-04 4-10 7-04-12 8-01-04 in the plane of the truss only. T '1 T T '1 T 1' 12 D M-4x6 5.00 12 4 5.00 4.0" 5 .f''( M-3x6 3.0" 4 M-3x9 • M-4x8 3 M-3x6 s- .-1- 2 + 2 + A 0 1 [\ S 9 l0 1 12 **7 0 o M-4x12 M-3x4 M-7x12 0.25" 1.25" M-1.5x3 M-3x5 to =M-loxlo(s) M-sxe(s) �� (} PRQ Fs 1 1301# 9543# l l y )' E F 4-00 1-10-04 4-06-04 5-01-08 7-06-08 7-11-08 y ��c ENGIN EF9 k,r b 31-00 44., 2 9 89200PE r JOB NAME : WESTWOOD PL2781-A HOGGANS PARK - D5 Scale: 0.1997 411111P , • -, WARNINGS: D.Thisdengnbb, ua°upo the haram parameters yr�/ OREGON �4(/� Truss: D5 Builder and s for ontractor should be advised o/all General Notes I.This tlg co p dont. ppl upon y paremstere dhows and is p,individual and Weminga before construction commences. buNdInmoose component.Applhais the responsibility parameters and proper oA 2.2u4 compression web bradng must be installed where shown.. Inmryoredm of mmporcM is the responstdtity ofthe building designer. ' -1k 2-(1 2$ 4 3.Additional temporary bracing to insure stability during mnstructloe 2.2 a.. assumes the top and bottom chorda to be laterally braced et / ''4, b the responsibility of the erector.Additional penneeaso Oredeg of 2 cc.and at 10 o.e.exdn Ce respectively unless braced throughout their length by �C- DATE: 12/18/2015 the overall ehudare b the responsibility or the bulking designer. m^ti^a Impact ridging orng nob as plywood shewhere sown sr drywen(ec). ��R'`� 3.le Impaa bridging or laurel preang required respective shown h• e SEQ.• K1608464 4.Nob.dN,oakt be applied to any component amA altar an bracing and 4.Installetbn°/trout is the responsibility of the reepectivc mnbedor. festenere are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry mntlAbn of use. 5.CumptiEns has no control over and assumes no responsibility forth. B.Design assumes MI bearing at ail supports shown.Shim or wedge It EXPIRES: 12/31/2015 eammy.tebrbatibn,heedbg,shipment and Installation of components. '.Design assumes aedat drainage"°rovided. December 18,20156.This design Is Nmbhed costed to the Amattbns act morn by S.Plat.s shalt be located on both faces of Russ,and placed no their center TPIM/TCA in SCSI.copies of which will be furnished upon request. Ilee.coincide%Nh joint center linea. S.Digits Indicate site of plate In inches. MiTek USA,Inc./CoropuTBAs Software 7.6.7(11)-E 10.For basic mnneaor plate design values see ESR-1311,ESR-1588(MRek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 7.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 « TC: 2x9 KDDF #1&13TR LOAD DURATION INCREASE = 1.15 1-2=( -63) 87 6-7=(-133) 761 1-6=( -109) 76 4-8=(0) 314 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-1019) 287 7-8=(-309) 1665 6-2=(-1139) 312 WEBS: 2x4 KDDF STAND 3-4=(-1064) 288 8-5=(-307) 1669 2-7=( 0) 220 LOADING 4-5=(-1907) 406 7-3=( -73) 435 , TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 7-4=( -867) 279 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -129/ 1027V -161/ 90H 5.50" 1.64 KDDF ( 625) 24'- 7.5" -132/ 1041V 0/ OH 5.50" 1.67 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.066" @ 16'- 6.9" Allowed = 1.185" MAX TL CREEP DEFL = -0.134" @ 16'- 8.0" Allowed = 1.581" MAX HORIZ. LL DEFL = 0.024" @ 24'- 2.0" MAX HORIZ. TL DEFL = 0.040" @ 24'- 2.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9-01-08 15-06 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, T 1 T End vertical(s) are exposed to wind, 4-06-12 4-06-12 7-04-12 8-01-04 Truss designed for wind loads f f T 1 f in the plane of the truss only. 12 12 5.00 17 IIM-4x4 a 5.00 4.0" 3 47( M-3x5 1.0" 2 0 M-3x4 4 M-1.5x3 1 f o 0 1 0 0 M-3x4 rn 1- * -1_ 0 %1 t 6** 7 8 **5 M-3x4 0.25" M-1.5x3 11 o M-5x8(5) y 9-01-08 y 7-06-08 y 7-11-08 y ` PRpFcsCy 2907-08 y (1"-C;i70 GINE9 '62-1,11 89200P !ter' JOB NAME : WESTWOOD PL2781-A HOGGANS PARK - D6 Scale: 0.2384 -,t_111P/'• WARNINGS: GENERAL NOTES. unless otherwise noted, 10-9 OREGON (CC. Truss: D 6 1.Builder and erection contractor should be advised of at General Notes 1.This design A based only upon the competent shown and is for an Individual N,, • and Warnings before construction commences. building component.Applicability of design parameters and proper f•,y. N /` 2.2x4 compression web bracing must be installed where shown•. incorporation of compoceM is the responsibility of me buibfog designer. ,� 2-0i\ �� 3.Additional temporary bracing to insure stabile during construction 2.Design rd tipmes the top anti bottom chords b M laterally braced at 4 t is the reeporroidlNy of the erector.Additional permanent bracing of 7 o.a end at f O o.c.respectively Mess braced throughout their length by DATE: 12/18/2015 me overall structure is the responsibility of me building designer. continuous shgig org such as edeg rplywooe uiea wrre,5)homer diywalµec). MFR R I L� 3.In Impact of hss or lateral breebg required where shown** SEQ.: K 1 60 8 4 65 4.No load stroub be applied to any component until after all bracing and 4.Installation of este is the responsibilityof the respective contractor. fasteners are compete and at no time should any beds greater man 5.Design a in es Pines are to bebe used in a nonmrroswe environment, design bads be applied to any component. and are for'dry condition.of use. TRANS ID: LINK s.wmpuruehas noss oIover and assumes noresponaNNyfor the 8.Desgnassume.fullbearingatailsupportsshown.Shimorwedgeif EXPIRES: 12/31/2015 fabrication,handling,shipment and inetaibtion of components. 7.Design assumes adequate drainage b provided. December 18,2015 8.This design is furnished subject to the*Nations set font by 8.Metes shall be located on both faces of buns,and paced so their center TPIM//CA M SCSI.copies of which will be furnished upon request. lines cobble with)Dint center Ones. 9.Digits Plicate ate she of piste Or Inches. MiTek USA,Ino./CompuTrue Software 7.6.7-SP2(1L)E 10.For basic connector plate design values see ESR-1311,ESR-1988(Minsk) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 29'- 7.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -943) 255 6- 8=( -65) 130 6- 1=(-982) 277 8- 3=(-130) 29 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2- 3=( -980) 350 7- 9=( -12) 93 1- 8=(-238) 979 9- 3=( -22) 461 WEBS: 2x4 KDDF STAND 3- 4=(-1071) 295 9-10=(-314) 1703 2- 8=(-356) 212 9- 4=(-894) 274 LOADING 4- 5=(-1946) 409 10- 5=(-311) 1707 7- 8=( 0) 75 4-10=( 0) 339 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 8- 9=( -78) 791 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 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -128/ 1021V -151/ 87H 5.50" 1.63 KDDF ( 625) 29'- 7.5" -133/ 1047V 0/ OH 5.50" 1.68 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 ICONS. 2: Design checked for net 5g, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. g (- psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.068" @ 16'- 9.4" Allowed = 1.185" MAX TL CREEP DEFL = -0.137" @ 16'- 10.5" Allowed = 1.581" MAX HORIZ. LL DEFL = 0.022" @ 24'- 2.0" MAX HORIZ. TL DEFL = 0.037" @ 24'- 2.0" Design conforms to main windforce-resisting system and components and cladding criteria. 9-01-08 15-06 T I T Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3-09-08 5-02-04 7-09 7-10-12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T 1 1 T 4' load duration factor=l.6, 12 12 End vertical(s) are exposed to wind, 5.00 M-5x6russ es 4 5.00 Tdesigned for wind loads 6.0" in the plane of the truss only. 3 ,..(--r--,, ( M-1.5x3 2 M-3x4 M-3x4 1 f n 0 l ,--- .0 civ _ 6** 0 8 1.. -- __ 8 4:1rn M-1.5x3 0 7 9 10 **5 0 M-1.5x3 0.25" M-1.5x3 M-3x4 1 M-5x8 M-5x8(S) ), l J' l l 3-09-08 5-04 7-09 7-09 y 3-07-12 y 20-11-12 b ,`t��Ed PROFess 24-07-08 ,� v. 2 �'• 89200PE �r' JOB NAME : WESTWOOD PL2781-A HOGGANS PARK - D7 Scale: 0.2383 ,ROMP /'• • WARNINGS: GENERAL NOTES, uNesotherwise noted: • OREGON Cr Truss: D7 1.Sunder and erection contractor should be advised of all General Notes I.This design N based only upon the peremeters shown end Is for an Individual -9 (v end Warnings before construction commences. building component.Applicability of design parameters and proper y� 2.204 compression web trading must be instated where shown*, incorporation of component Is me responsiNely of the building designer. �/ +1 1... O µ�� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes ill top and bottom cholla W be throughout braced at / 14, �s�, b the reT o.a and at eG o.c.respectively unless braced throughout their length by //•....�'] \ 1�` responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(7C)and/or drywall(BC). Mme•!1 R I L`-- DATE: 12/18/2015 the overall structure N the respoabiNy of the building designer. 3.24 Impact bridging or lateral bracing required wham Wows+• SEQ.: Ki60 8 4 6 6 4.No bad Mould be applied to any component until after al bracing and 4.Installation or bus i the responsibility of the respective contractor. fasteners are complete and at no time Mould any bads greater than 5.Design assumes trusses are to be used in a n- rrosle environment, TRANS ID: LINK design loads beapplidto any component. and are for'dry medmon of use. 5.CompuTrus has no control over and assumes no respomibinty for the 6.Design assumes full Oeenrp at all supports Mown.Shim or wedge 0 EXPIRES: 12/31/2015 fabrication,handiing.shipment and installation of components. C8mw. '.P"'snbelbelocaedore'ag°fapr ss,andd. December 18,2015 8.This design is furnished sir subject in limitations o set forth by 8.Pell siSS be ll odea on both faces of hues, placed as their center TPIANICA in 8151,copies of which will be furnished upon request. Anes coincide with joint meter Tines. B.Digits Inflate etre of pieta In inches. MITek USA,InciCompuTnts Software 7.6.7(1 L)-E 10.For basic connector plate design value see ESR-1311.ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 31-00-00 HIP-D SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 93 2-14=(-1605) 7257 2- 3=(-8091) 1824 2x6 KDDF #15BTR T2 2- 3=(-8041) 1829 14-15=(-1608) 6755 3-14=( -62) 162 BC: 2x6 KDDF SS LOADING 3- 4=(-7952) 1831 15-16=(-1806) 6568 14- 4=) 0) 1140 WEBS: 2x9 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=(-6730) 1859 16-17=(-1608) 6755 4-15=( -675) 86 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 12'- 9.6" V 5- 6=( 0) 0 17-12=(-1605) 7257 15- 5=( -151) 1323 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 12'- 9.6" TO 18'- 2.4" V 5- 7=(-6210) 1799 15- 7=( -618) 402 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 18'- 2.9" TO 31'- 0.0" V 7- 9=(-6210) 1749 7-16=( -618) 402 BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 31'- 0.0" V 8- 9=( 0) 0 9-16=( -151) 1323 9-10=(-6730) 1859 16-10=( -675) 86 NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 746.8)+DL( 209.1)= 955.9 LBS @ 12'- 9.6" 10-11=(-7952) 1831 10-17=( 0) 1190 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 746.8)+DL( 209.1)= 955.9 LBS @ 18'- 2.4" 11-12=(-8091) 1824 17-11=( -62) 162 ADDL: BC CONC LL+DL= 698.0 LBS @ 6'- 0.0" 12-13=( 0) 43 11-12=(-8041) 1824 ADDL: BC CONC LL+DL= 698.0 LBS @ 25'- 0.0" OVERHANGS: 12.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -799/ 3799V -93/ 93H 5.50" 6.07 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 31'- 0.0" -794/ 3799V 0/ OH 5.50" 6.07 KDDF ( 625) 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 = -0.260" @ 18'- 3.4" Allowed = 1.504" MAX TL CREEP DEFL = -0.622" @ 18'- 3.4" Allowed = 2.006" MAX LL DEFL = 0.002" @ 32'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 32'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.080" @ 30'- 6.5" MAX HORIZ. TL DEFL = 0.159" @ 30'- 6.5" 0-07-05 0-07-05 12-09-05 5-05-07 12-09-05 Design conforms to main windforce-resisting T f f T system and components and cladding criteria. 4-05-08 3-09-06 3-11-02 2-08-11 2-08-11 3-11-02 3-07-10 4-07-04 T 4 4 1 4955.90# 4 49f5.90# f T I Wind: 190 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5.00 p M-56 16 M-3x4 R M-5x16 4 5.00 load duration factor=l.6, End vertical(s) are exposed to wind, 7Truss designed for wind loads T2 `_ in the plane of the truss only. M-3x5 M-3x5 4 0 I M-3x8 M-3x8 3 1 M-5x16iii m-5x16 r �_ o O � �® -= ALA alf�� 3 o 2 19 15 16 17 1 0 to M-4x8 0.25" M-3x8 M-4x8 J' M18H5-�19(S) y ♦698# b o � .O PROFF *6988 r7 6-00 6-00-04 6-11-08 6-00-04 6-00 y y ��co��,yG,INEF.w, J. l 1-00 31-00 1-00 �� 9240P �r JOB NAME: WESTWOOD PL2781-A HOGGANS PARK - DH1 Scale: 0.1950 /� a • WARNkdere OThis deign le b, uMeup mere,mete: proper 1 OREGON IN Truss: DH1 I.Builder ing.beommntnaorslwadbe manse aoranGenealNow 1.Thbdesgnbbaeadonyuponmep.ramstereshoawendlaformladirdial and Warnings before contraction commences. building component.Applicability of design parameters and 2.Dt4 compression web bracing must be installed Share shown.. incorporation of component Is the responsibility of the building designer. +C,I.. O1 3.AddSional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chorda to be laterally braced M O / ''4 ��} k the responeidlky of a enactor.Additional permanent bracing of 7 ow.and at 7D o.s.respectively unless braced throughout their length by A- continuous sheathing such as plywood sheathing(7C)aMfor drywall(Sc). ,✓,��R '�\ DATE: 12/18/2015 the overall structure b the responsibility of me hiking designer. 3.�t Impact bridging or latent bracing required where shown++ tr SEQ.: Ki 60 8 4 67 4.No bad should be applied to any component until alter all bracing and 4.Installation or truss b the responsibility of the respective contractor. fostenere are complete and at no time should any bads greater than 5.Oasgn assumes busses are to be used In a non<ornsle environment, TRANS ID: LINK desgnbedsbeapplied to any component. and o'dry condition.ordw. 5.CompuTrus has no control over and assumes no responsiblkty for the e. scaryassumes full bearing at fog supports shown.Shim for wedge if EXPIRES: 12/31/2015 mummy. fabrication.handling,shipment end installation of components. 7.Design assumes adequate drainage b prodded. December 18,2015 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be busted on both faces of truss.and placed so their center TPIiWTCA in SCSI,copies of whbh we be furnished upon request lines coincide with joint center lines. 9.Digits Indicate sire of plate Sr inches. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values se ESR-1311,ESR-7988(MRek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 9'- 7.4" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-5=(0) 0 BC: 2x9 KDDF#1&BTR SPACED 24.0" O.C. 2-3=(-206) 193 3-4=(-139) 67 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 441/1 -75/ 2230 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 152V 0/ OH 5.50" 0.24 KDDF ( 625) 7'- 11.2" -266/ 527V 0/ OH 1.50" 0.67 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 7.4" -147/ 63V 0/ OH 1.50" 0.10 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 4 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 0 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.230" @ 3'- 10.7" Allowed = 0.598" 3 MAX TC PANEL TL DEFL = -0.214" @ 3'- 11.0" Allowed = 0.897" 12 MAX HORIZ. LL DEFL = -0.003" @ 7'- 11.2" 9.00 17 0 MAX HORIZ. TL DEFL = -0.003" @ 7'- 11.2" 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), o load duration factor=l.6, I Truss designed for wind loads m o in the plane of the truss only. r o f a Pla o 51.=.411 ,' 0 1 M-3x9 y 1-00 y 8-00'PROVIDE FULL BEARING;Jts:2,5,3,4 I 1-07-06 ' co- Gini PR OPe, ,,N-7. �NGINEAR /©'L 89200PE ci 9r JOB NAME : WESTWOOD PL2781-A HOGGANS PARK - DJ8 �! Scale: 0.4600 O • �� : WARNINGS: GENERAL NOTES, unless otherwise noted: "9 OREGON . 1Builder and erection contractor should be advised of all General Notes 1.The design M based only upon the Reminders shown end is for an individual T rug S: DJ8 and Warnings before construction commences. building component.Applicability of design parameters and proper L 7 do 2.aro compression web bracing must be installed where shown+. incorporation of component is the responstbumy of the bwldmg aestgner. d '9 y 2b } 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally emcees O 14, Q. is the responsibility of the erector.Additional permanent bedng of s rte.end at oz.such a vey unless braced throughout their length by '� DATE: 12/18/2015 the overall structure is the reaponabiiq of the building designer. m'mnnous sheathingor later l bs plywood shred where)ander drywan(ec>. Mrw e U ��• 3.In impact of truss or lateral bracing reility quired where shown++ ill rl SEQ.: K1608468 4.No bad should be applied any component untilaftgneraciganti 1.Design esame,�setls.rethe ore usedInxreapectivenom fastened are complete and at no time should any bade greater than 5.Design assumes trusses are to be used Ina noncorrosive environment. TRANS I D: LINK design loads be applied to any component and assumes full eating ase. 5.CompuTms has no control over and assumes no recpnnNdiity for the 5.Designnecessary. fill b.ad g ail supped.shown.Shim for wedge if EXPIRES: 12/31/2015 fabrication.handling.shipment and installation of conpunonte. 7.Design a:umes adequate drainage is provided. December 18,2015 5.This design is furnished subject to the limitations set forth by e.Plates WWI be located on both races of buss,and paced so their center TPPANTCA 16151,copies of which will be furnished upon request. Ones coincide with Joint center Ones. 9.Digits edicete ode of plate In inches. MiTek USA,InciCompuTrus Software 7.6.7-SP2(1L)-E 10.For beam cannedor 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 28'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cit=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 70 2- 7=(-413) 1967 3- 7=(-433) 270 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2231) 500 7- 8=(-178) 1295 7- 4=(-122) 690 WEBS: 2x9 KDDF STAND 3- 4=(-1953) 460 8- 6=(-406) 1971 4- 8=(-120) 698 LOADING 4- 5=(-1955) 471 8- 5=(-437) 268 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2234) 509 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" -215/ 1368V -94/ 10611 5.50" 2.19 KDDF ( 625) ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 28'- 0.0" -145/ 1176V 0/ OH 5.50" 1.88 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 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 = -0.096" @ 18'- 5.7" Allowed = 1.354" MAX TL CREEP DEFL = -0.195" @ 18'- 5.7" Allowed = 1.806" MAX HORIZ. LL DEFL = 0.036" @ 27'- 6.5" MAX HORIZ. TL DEFL = 0.060" @ 27'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 19-00 14-00 Wind: 140 mph, h=22.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 1 f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 7-03-06 6-08-10 6-08-10 7-03-06 End vertical(s) are exposed to wind, 1 12 1' 1' 1 T Truss designed for wind loads 12 in the plane of the truss only. 5.00 D M-9x6 4 5.00 4.0" uu M-1.5x311111111111111111°° 'C' M-1.5x3 3 r or 1 mm ail . ,,,i � 2 7 8 **6 o to M-3x5 M-3x9 M-3x5(5) M-3x4 M-3x5 1 0 )' y y y 9-06-04 8-11-07 9-06-09 l b y fc�`ED PR OFFS 1 l 16-00 12-00 b �5� �N�'NEFR sib?/ 1-07-04 28-00 ,c' 89200PE If, NAME : WESTWOOD PL2781-A HOGGANS PARK - E3 Scale: 0.2130 ' -. 1111411.'111°111 W Builder O.TERAe design NOTES, unlet otherwisepar mete: OREGON s�" �� Truss: E3 1.Buiber and erection cont actors should be advised or all General Notes 1.Thtetleagnlabased only open the parameters mown and is for an Individual and Warnhws before construction commences. building component.Applicability of design parameters and proper G y. 2.254 compression web bracing must be installed where shown e. incorporation of component is me responsibility of building designer. / q l' �.S O1 _Lk 3.Additional temporary bracing to Insure stability bring construction 2.Design assumes the by and bottom chords to be laterally braced at O / ''4, 2. (yT b the responsibility of the erector.Additional permanent bracing of T c.c.and at 10 o.e.respectively unless braced throughout drab length b7 f�.T" continuous sheathing such as plywood sheathing(TC)end/a drywall(BC). M "R R'l.\ v DATE: 12/18/2015 me overall structure b the reeponsbRty of me building designer. 3.2s impact brkiging or meal bracing required where shown** 1. \r SEQ.: El6 0 8 4 7 0 4.No bed should be applied to any component until after MI bracing and 4.Installation of truss is the responsibility or the respective contractor. fasteners are complete and at no lime should any bade greater than 5.Design assumes trusses are to be used Ina non-corroshe environment, TRANS I D: LINK design loads be applied to any component. and are for•dry conndien•of use. 5.CompaTrue has no control over and assumes no responsibility for dna 6.Design assumes full beading at all supports shown.Shim or wedge if EXPIRES: 12/31/2015 nsoessary. fabrication,handling,shipment and kretellatlon of components.th by7.Design assumes adequate drainage b provided. December 1 8,201 5 IS 6.This design is furnished subject to the gmitatinns set form by 8.Plates shall be located on both faces of truss,and placed so their center TP6ANNCA In SCSI,copies of which will be furnished upon request. tines coincide with joint center(foes. 9.DIgke indicate sine of plate in inches. MiTek USA,InciCompuTrus Software 7.6.7(1L)-E 10.For basic connsdor plate design values sea ESR-1311,ESR-f988(MITek) 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 1- 2=( 0) 70 2- 8=(-353) 1966 3- 8=(-433) 270 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2230) 481 8- 9=(-160) 1299 8- 4=(-122) 690 WEBS: 2x9 KDDF STAND 3- 4=(-1952) 441 9- 6=(-393) 1966 4- 9=(-122) 690 LOADING 4- 5=(-1952) 441 9- 5=(-433) 270 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2230) 481 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 70 TOTAL LOAD = 42.0 PSF OVERHANGS: 19.3" 19.3" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 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 = -0.096" @ 18'- 5.7" Allowed = 1.359" MAX TL CREEP DEFL = -0.195" @ 18'- 5.7" Allowed = 1.806" MAX LL DEFL = 0.017" @ 29'- 7.3" Allowed = 0.160" MAX TL CREEP DEFL = -0.018" @ 29'- 7.3" Allowed = 0.219" MAX HORIZ. LL DEFL = 0.036" @ 27'- 6.5" MAX HORIZ. TL DEFL = 0.060" @ 27'- 6.5" 14-00 14-00 Design conforms to main windforce-resisting T ' f system and components and cladding criteria. 7-03-06 6-08-10 6-08-10 7-03-06 f f f f f Wind: 190 mph, h=22.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=l.6, 5.00 M-4x6 .. 5.00 End vertical(s) are exposed to wind, 9 0" Truss designed for wind loads 4 .0 in the plane of the truss only. III 1 M-1.5x3 M-1,5x3 3 5 x.. r 0 CIla M g' 0 1 2 8 9 6 0 to M-3x5 M-3x4 M-3x5(S) M-3x4 M-3x5 I 0 1 l b 1 9-06-04 16-00 8-11-07 12-009-06-04 ��„� N�,IN�F cA )- y y REO P R Ores l 1 y y tG R 2 1-07-04 28-00 1-07-04 �<ti 89200PE 9v' JOB NAME: WESTWOOD PL2781-A HOGGANS PARK - E4 Scale: 0.2103 /� - WARNINGS: GENERAL NOTES, unless omerwl.noted. • OREGON <0Z' Truss: E 4 1.Sunder and erection contractor should be advised of all General Notes 1.MN design la based only upon the parameters shown and Is for an Individual a.. and Warnings before conarudlon commences. buN4lrg component.AppNsebdNty of design parameters and proper G a A. 2.204 compression web bracing must be InstaNed where shown sues incorporation of component la the reapon&NRy of the building designer. / y (2-°\O ,. 3.Addmonal temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to he laterally braced at Q 14: G T la the responsibility of the erector.AddNbnel permanent bracing of 2 o.c.and at 10 o.c.respsctiveN unless braced throughout their length by a cordlnuod sheathing such as plywood sheathing(TC)and/or drywag(BC). 1! [7 O'0, v DATE: 12/18/2015 me overall structure la the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown++ n fl SEQ.: Ki 60 8 4 7 1 4.No load should be appNed to any component until after all bladng and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no Bee should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, and are for'dry condition'of use. TRANS I D: LINK design fossas be applied to any component. e.Design assumes full bearing at all supports shown.Shim or wedge If 8.ComWTrus has no control over and assumes no responsibility forth 11BCBe„ry. EXPIRES: 12/31/2015 fabrication.hurdling.shipment and Installation of components. 7.Design assumes adequate drainage is provided. December 18,2015 6.The design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPI WTCA In BCSI,copies of which will be furnished upon request. Ines coincide with joint center litres. S.Digits Mdoate site of plate F inches. MITek USA,Inc.ICompaTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 7.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -61) 82 8- 9=(-190) 707 1- 8=( -96) 69 5-11=( -594) 215 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1018) 305 9-10=(-423) 1742 8- 2=(-1127) 315 11- 6=( -289) 1542 WEBS: 2x9 KDDF STAND 3- 4=(-1045) 309 10-11=(-806) 3303 2- 9=( 0) 280 6-12=(-2005) 547 LOADING 4- 5=(-1973) 488 11-12=(-500) 1790 9- 3=( -120) 511 12- 7=( -89) 52 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-3175) 731 9- 4=(-1023) 319 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -19) 22 4-10=( -40) 496 TOTAL LOAD = 42.0 PSF 10- 5=(-1576) 391 ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -129/ 1034V -150/ 112H 5.50" 1.65 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 24'- 7.5" -127/ 1034V 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 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.143" @ 18'- 7.5" Allowed = 1.185" MAX TL CREEP DEFL = -0.293" @ 18'- 7.5" Allowed = 1.581" MAX HORIZ. LL DEFL = 0.033" @ 24'- 4.0" MAX HORIZ. TL DEFL = 0.055" @ 24'- 4.0" Design conforms to main windforce-resisting 7-07-08 11-00 6-00 system and components and cladding criteria. T 1 T T 3-10-10 3-08-14 5-05-02 5-06-14 3-00 3-00 Wind: 140 mph, h=22.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f T T T f f 1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=l.6, 5.00 )7 IRM-4x9 Q 5.00 End vertical(s) are exposed to wind, Truss designed for wind loads 4.0" in the plane of the truss only. 3 -(--,( J10444 M-3x5 1.0" 2 y M-3x4 M-1.5x3 / 1 If 'n M-5x6 M-3x8 M-1.5x3 0 I 6 7 -/ CD O 01 r 0 /- 14MMINI=MMMMMIMMMMWElaMMMWM==MMMMIMM=MM=111=======MMMMMMMWr 9 10 11 *12 M-3x4 M-3x8 M-3x6 =M-4x4 M-3x8 M-3x5(5) y l )' b l 7-07-08 5-08-10 5-06-14 5-08-08 0 PR 12-00 y 12-07-08 y �c�"��NGI EF�`S`S/O 24-07-08 �� v "!� ..G- 89200PE 9r JOB NAME : WESTWOOD PL2781-A HOGGANS PARK - E5 �! Scale: 0.2900 ( -WARNINGS: GENERAL NOTES, unless otherwise noted: lili OREGON �CC Truss: E 5 I.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual and wamings before construction commences. building component.Applicability of design parameters and proper G �� 2.2a4 compression web bracing must be b,stall°d where shown.. incorporation of component is the responsibility of the bwldag eesigner. /h q y 14' 2°.„,„,A,...1- 2. 3.Mdroonat temporary bracing to insure stability during construction z.Design assume.the fop and bottom Gnome to co laterally braced n V A me responsibility Orme erector.Addroonol permanent bracing of 2 o.a.and at ea o.a.respectively cel unless braced throughout Mair length M continuous sheathing Nish as plywood sheathing(TC)and/or drywa8(BC). 'i'' 'ii 1R I 1..\- DATE: v 12/18/2015 the overall structure Is the responsibility or the building designer. 3.2r Impact bridging or lateral brackG required where shown** fl 1l SEQ.: K l 60 8 4 7 2 4.No load should be applied to any component until after as bracing and 4.Installation of buss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D: LINK design lads be applied to any component. and are for'dry condition'of use. S.CompuTrus has no control over and assumes no responsibility ter the 8.Design assumes all bearing at an supporta shown.Shim or wedge It EXPIRES: 12/31/2015 fabrication,handling,shipment and insulation of components. DesignBry '.Design sheatd.set on ban aces of buns,and paces so Melt center TPIM/ICA in BCSI,copies of which wit be furnished upon request. lines mind°with)Dint center lines. 9.Digits Indicate size of pate in inches. MTek USA,Inc./ComlpuTrus Software 7.6.7-SP2(1 L)-E 10.For basic eonnenor plate design values see ESR-1311,ESR-1908(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 7.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 " TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -915) 269 8-10=(-115) 190 8- 1=(-993) 296 9-12=( -77) 557 BC: 2x4 KDDF#1fiBTR SPACED 29.0" 0.C. 2- 3=( -930) 349 9-11=( -21) 64 1-10=(-235) 926 12- 5=( -824) 216 WEBS: 2x4 KDDF STAND; 3- 4=(-1016) 325 11-12=(-406) 1435 2-10=(-278) 175 5-13=( -353) 157 2x6 KDDF #2 A LOADING 4- 5=(-1625) 426 12-13=(-580) 2138 9-10=( 0) 60 13- 6=( -202) 812 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2100) 509 13-14=(-391) 1909 10-11=(-219) 825 14- 6=( 0) 195 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -43) 50 14-15=(-391) 1409 10- 3=(-172) 2 6-15=(-1669) 431 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF 11- 3=(-134) 623 15- 7=( -119) 69 11- 4=(-830) 258 LL = 25 PSF Ground Snow (Pg) *` For hanger specs. - See approved plans BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -128/ 1031V -137/ 139H 5.50" 1.65 KDDF ( 625) 24'- 7.5" -128/ 1037V 0/ OH 5.50" 1.66 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 = -0.082" @ 15'- 5.1" Allowed = 1.185" MAX TL CREEP DEFL = -0.167" @ 15'- 5.1" Allowed = 1.581" MAX HORIZ. LL DEF, = 0.021" @ 24'- 4.0" MAX HORIZ. TL DEFL = 0.035" @ 24'- 9.0" 7-07-08 7-09-10 9-02-06 T f f f Design conforms to main windforce-resisting 3-09-08 3-08-09 3-10-13 9-00-09 4-07-03 4-07-03 system and components and cladding criteria. T '1 1' T 1' .' T 12 12 Wind: 140 mph, h=22.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5.00 I7 M-5X6 4 5.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 6.0" End vertical(s) are exposed to wind, 3 'f-,f Truss designed for wind loads :4 in the plane of the truss only. M-1.5x3 M-3x9 2 4 Or M-3x9 1 M-5x6 M-3x10 M-1.5x3 f 5 6 7 N 0 I A r o 0 N f �7I"°' 1•L�J�-'T I Nr-- 1a' B+*M-1.5x3, 9 11 12 13 �� 19 J15 ,' M-1.5x3 M-3x8 M-3x4 M-3x4 M-3x5(S) M-1.5x3 =M-4x4 M-5x8 1 1 b l 1 J. b 3-09-08 3-10 4-00-09 4-00-09 9-03-11 9-07-03 1 l l b 3-07-12 14-00 6-11-12 0 PR y 3-07-12 y 20-11-12 y �S��NG N F�,..).0 24-07-08 AL 9 2 89200PE �v JOB NAME : WESTWOOD PL2781-A HOGGANS PARK - E6 Scale: 0.2226 = : WARNINGS: BuBuilder b � ilds and erection contractor should be advised of at General Notes 1.mdesign based only the parameters shown end la bran Individual Truss: E6 and WWarnings before construction commences. building component.Applicability of design parameters end proper ,,f.,OREGON L v e 2.2a4 compression web bracing mast be installed where shown.. incorporation of component is me responsibility of the bmldag awgner. /O .q 1, 1 4} 20� } 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chorda a M atenly braced eat n b the responsiblky of the erector.Additional permanent of bracing 7 0.o end al ea oh.reepe°tivsy amass braced throughout their length by ` CS the,verso structure responsibility continuous sheathing such as plywood sheathing(TC)and/or drywan(BC). '1'f"R R 10- DATE: 12/18/2015 v apo Iry of me building designer. 3.2a Impact bridging or lateral bracing required where shown•• SEQ.: El60 8 4 7 3 4.No load should be appked to any component until after all bracing and 4.Installation°rues Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes toes are to used in a non-corrosive environment, TRANS ID: LINK design loads be applied o any component. and are for trusses of use. 5.Comparrus has no control over and assumes no reeponsidliy for the 6.Design assumes NII bead get all supports shown.Shim or wedge It EXPIRES: 12/31/2015 fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 18,2015 6.This design Is furnished subject to the limitations set forth by B.plates shall be located on both aces of truss.and paced so their center TPIANTCA In BCSI,copies of which will be furnished upon request lines coincide with joint canter lines. 7 L Wee USA,InclCotrgwTrus Software 7.8.7 B.Digits indicate alae of pate In inches. ( )-E 10.For bask connector plate design values see ESR-1311,ESR-ides(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 r TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-13066) 2802 1- 8=(-2532) 11896 8- 2=( -134) 750 11- 6=(-699) 266 BC: 2x9 KDDF SS; SPACED 29.0" O.C. 2- 3=(-12514) 2706 8- 9=(-2526) 11860 2- 9=( -426) 120 6-12=( 0) 294 2x8 KDDF SS B1 3- 9=) -7462) 1572 9-10=(-2324) 11048 9- 3=(-1158) 5108 WEBS: 2x9 KDDF STAND; LOADING 9- 5=( -9169) 872 10-11=(-1312) 6659 3-10=(-5338) 1234 2x9 KDDF STUD A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -9202) 866 11-12-) -770) 4348 10- 4=( -754) 3556 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -4852) 890 12- 7=) -766) 9352 9-11=(-3854) 890 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 11- 5=( -564) 2866 BC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA @@ADDL: BC CONC LL+DL= 1301.0 LBS @ 4'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ./N. (SPECIES) Jam' ( 2 ) complete trusses required. @@ADDL: BC CONC LL+DL= 4543.0 LBS @ 6'- 0.0" 0'- 0.0" -1262/ 5995V -95/ 95H 5.50" 9.51 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN 28'- 0.0" -400/ 2251V 0/ OH 5.50" 3.60 KDDF ( 625) nails staggered: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL `/�/ 9" oc in 1 row(s) throughout 2x4 top chords, REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. /yv)(1 9" oc in 2 row(s) throughout 2x8 bottom chords, 9" oc in 1 row(s) throughout 2x4 bottom chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9" oc in 1 row(s) throughout 2x4 webs. 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/290, TL=L/180 MAX LL DEFL = 0.133" @ 9'- 3.4" Allowed = 1.354" MAX TL CREEP DEFL = -0.419" @ 9'- 3.9" Allowed = 1.806" MAX HORIZ. LL DEFL = -0.037" @ 27'- 6.5" MAX HORIZ. TL DEFL = 0.089" @ 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: 190 mph, h=22.lft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 14-00 14-00 End vertical(s) are exposed to wind, T 1 f Truss designed for wind loads 4-01-12 2-00 3-05-02 4-05-02 6-07-12 7-04-04 in the plane of the truss only. T T T T . T T 12 12 5.00 7 M-4x6 4 5.00 4.0" 5 .ter i M-3x8 3.0" 4 ✓^ M-3x4 M-4x8 6 3 M-3x6 + z M-5x12 f lbililittill MO. pi II 10 O sews o- _ 1 8 9 11 12 of M-3x8 M-3x4 M-7x12 0.25" M-3x10 M-1.5x3 M-3x5 l 0 M-10x10(S) y yr1301# 9593# l i l b ��0) pROFFS y 4-00 771-10-04 3-05-02 4-08-10 6-09-08 7-02-08 y �� NGI N E�9 (V 1. 28-00 �' 89200PE v1✓ JOB NAME : WESTWOOD PL2781-A HOGGANS PARK - EGIRD `�� Scale: 0.2173 WARNINGS: GENERAL NOTES, unless oterwk,e noted 10 off OREGON tCr Truss: EGIRD 1.Budder and erection contractor should be advised or at General Notes 1.dib design is based onty upon the peremetere shown and a for an Individual 7 and Warnings before conaWclion commences. building component.Applicability of design parameters and proper Z. L f d b A. 2.2x4 compression web bracing must be Metalled where shown«. Mmgoretlon of component is me responsibility of the building designer. //� +9 y 14 A y3 b �4'`• 3.AddMonal temporary bracing to insure stability during construction 2.Deign assumes the roes and bottom chords to be leterelN braced d v '# L a the reµoruiatity of Me erector.Additional permanent bracing or 2 o.c.and at 10 o.c.respectively unless braced throughout their length by continuous sheathing euah as plywood sheathing/7G)and/or drywell(BG). ilia 13 1 l DATE: 12/18/2015 the overall structure is the responsibility of the building designer. 3.3lmpad bridging or lateral bracing required where shown«« rl fl SEQ.: Ki6 0 8 4 7 4 4.No lead should be applied to any component until after all bredng and 4.Installation of truss is the responsibility of the respective contredor. fasteners are complete and at no time should any bade greater than 5.Design assumes trusses are to be used in a ran.sorroaive environment, and are for•dry condkan•of use. TRANS I D: LINK design leant M applied to any component. 5.compuTree has no control over and assumes no reaponsidltiy for the 8.Design assumes full bearing at ail supports shown.Shim or wedge If EXPIRES: 12/31/2015 fabrication.handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 18,2015 8.Tho design is kadahed subject to the limitations set forth by 8.Pates.hall be bested on both aces of buss,and placed as their center TPIM/FCA M BCS'.copies of which will be furnished upon request. Ines coincide with bInt center lines. 9.Digits indicate aim of plate M Inches. MITek USA,Inc./Compulrus Software 7.6.7(1L)-E 10.For basic connector plate design valuessee 88R-1311,ESR-1988(MGek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 28-00-00 HIP-D SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF#1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 43 2-13=(-1339) 6561 3-13=( -60) 159 2x6 KDDF#1&BTR T2 2- 3=(-7277) 1533 13-14=(-1340) 6035 13- 4=( 0) 1165 BC: 2x6 KDDF SS LOADING 3- 4=(-7183) 1537 14-15=(-1315) 5957 9-14=(-728) 82 WEBS: 2x9 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=(-5918) 1564 15-16=(-1340) 6039 19- 5=( 0) 828 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 12'- 9.6" V 5- 6=( 0) 0 16-11=(-1339) 6561 19- 8=( -56) 77 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 12'- 9.6" TO 15'- 2.4" V 5- 8=(-5466) 1981 8-15=( 0) 821 BC LATERAL SUPPORT <= 12"OC. CON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 15'- 2.4" TO 28'- 0.0" V 7- 8=( 0) 0 15- 9=(-721) 82 BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 28'- 0.0" V 8- 9=(-5934) 1565 9-16=( 0) 1164 9-10=(-7182) 1537 16-10=) -60) 159 NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 746.8)+DL( 209.1)= 955.9 LBS @ 12'- 9.6" 10-11=(-7277) 1533 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 746.8)+DL( 209.1)= 955.9 LBS @ 15'- 2.4" 11-12=( 0) 43 ADDL: BC CONC LL+DL= 698.0 LBS @ 6'- 0.0" ADDL: BC CONC LL+DL= 698.0 LBS @ 22'- 0.0" OVERHANGS: 12.0" 12.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -674/ 3979V -88/ 88H 5.50" 5.57 KDDF ( 625) 28'- 0.0" -674/ 3479V 0/ OH 5.50" 5.57 KDDF ( 625) IT 2, 11: Heel to plate corner = 1.00^ BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.247" @ 15'- 3.4" Allowed = 1.354" MAX TL CREEP DEFL = -0.595" @ 15'- 3.9" Allowed = 1.806" MAX LL DEFL = 0.002" @ 29'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 29'- 0.0" Allowed = 0.133" 0-07-05 0-07-05 MAX HORIZ. LL DEFL = 0.062" @ 27'- 6.5" MAX HORIZ. TL DEFL = 0.128" @ 27'- 6.5" 12-09-05 2-05-07 12-09-05 T f f f Design conforms to main windforce-resisting 4-07-04 3-07-10 3-11-02 2-05-07 3-11-02 3-07-10 4-07-04 system and components and cladding criteria. T f 1 1 4955.909 495'5.90# T 1 T 12 12 Wind: 140 mph, h=21.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5.00 1;7' M-5x12 M-7x12 4 5.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 06 7,� load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-3x5 M-3x5 in the plane of the truss only. r �` M-1.5x3 M-1.5x3 3 0 r ,Z: ..-,-...'..--.... '-'''.... Li 4 6.II 0 13 14 15 16 _1 o M-4x12 M-4x8 0.25" M-3x4 M-4x8 M-4x12 0 M-8x8(S) - y x1698# y y *6989 y �,ED PROFes 6-00 6-00-04 4-01-04 5-10-08 6-00 c ' GINE s> J, b b 1 �(� N `R 02T� 1-00 28-00 1-00 C :9200PE r' JOB NAME : WESTWOOD PL2781-A HOGGANS PARK - EH1 �jr' Scale: 0.2216 WARNINGS: OENEIULNOTES, unteela otherwise noted: Q 1.Builder and erection contrauor ahead be advised of all General Notes I.This design is based only upon the parameters shown and is for en individual 7 OREGON to Truss: EH1 and Warnings before construction commences. building component.Applicability of design parameters and proper L �b 2.zea compression coati bracing must be installed where shown 0. Incorporation of component is me responsibility of me bmnpng designer. < '9 Zb �.4„ 3.Additional temporary bracing to Insure stability during construction z.Design assumes me fop and respectively chords to be laterely braced n Q y 1 4 w me responsibility Duma erector.Additional permanent bracing of c o.c.and at o.e.euohaplywood amass eethinraced throughout main length by DATE: 12/18/2015 me overall structure Is the rensibil of building d continuous sheathingr later as plywooe aired me re s owro•aryw.n(ec). MFR R i+-�" apo Ity o lag esgner. 3.25 Impact bridging or lateral brecIng required where shown.. SEQ.: Ki6 0 8 4 7 5 4.No bad should be applied to any component until after all bracing and 4.Installation of buss Is to responsibility of the respective contractor. fasteners are compete and at no time should any loads greeter than 5.Design assumes trusses are to be used In a noncorrosive environment, design bads be applied to any component. end are for"dry condition'of use. TRANS I D: LINK 8.Design assumes full bearing at all supports shown.Shim or wedge if 3.CompuTma has no control over and assumes responsibilityala the EXPIRES: 12/31/2015 fabrication,handling,shipment and installation of components. 7.De.,gna mesadequate drainage isprodded. December 18,2015 e.This design is furnished sidled to the limitations set forth by 8.Plates shall be located on both faces of was,and placed so their center TPIIWrCA In SCSI,codes of which will be furnished upon request. lines coincide with joint center lines. 9.Digits to dee ofplate In inches. MiTek USA,InciCompuTus Software 7.6.7 1L E f0 For basic con ,flstte design values see ESR-1311,ESR-1983(MRek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 8.1" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-5=(0) 0 BC: 2x4 KDDF #1613TR SPACED 24.0" O.C. 2-3=(-204) 191 3-4=( -83) 31 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -11/ 393V -68/ 203H 5.50" 0.63 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.2" -173/ 362V 0/ OH 1.50" 0.46 KDDF ( 625) 7'- 9.2" 0/ 148V 0/ OH 5.50" 0.24 KDDF ( 625) ,Istsio BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8'- 8.1" -25/ 32V 0/ OH 1.50" 0.05 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 4 VERTICAL DEFLECTION LIMITS: LL=./290, TL6 KD 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 = 0.095" @ 2'- 11.8" Allowed = 0.438" MAX BC PANEL TL DEFL = -0.151" @ 4'- 4.8" Allowed = 0.472" 'V -v MAX TC PANEL LL DEFL = -0.008" @ 6'- 10.8" Allowed = 0.203" MAX TC PANEL TL DEFL = 0.009" @ 6'- 11.9" Allowed = 0.305" MAX HORIZ. LL DEFL = -0.002" @ 8'- 7.4" MAX HORIZ. TL DEFL = -0.002" @ 8'- 7.4" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ,� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), O load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. r o /- c 0 1 M-3x4 i l y y 1-00 8-00 0-08-02 ( (y 'PROVIDE FULL BEARING:Jts:2,3,5,4 ] (��,\Co' t.AG' mak- / �/V Nc R !/ 4c' :92.OP yr JOB NAME : WESTWOOD PL2781-A HOGGANS PARK - EJ7 Air � Scale: 0.4803 �� -_ W.. WARNINGS: GENERAL.hAdNOTES, unless othe parameters OREGON �10 Truss: EJ7 Budder and erection contractor should be advised or all General Notes Teta design is component. pupon Applicability o parematera moor ana I.op r Inarvldual • ana wamngs berora conamaaon commences. bonding comp onent.pon of cosign parameters.na proper 2.2x4 compresaon web bracing must be installed where shown.. incorporation of component Is me raepomatbinty Orme building designer. 2 '� 3.Additional temporary bracing to Inane Wobbly during construction7 2 Design assumes the top and bottom chords to be laterally braced al �O �Y 7 4 LO t,� DATE: 12/18/2015 tis he even�mucl re of the k the rid fir.Additional permanent bracing or s o.a and at to o.c.respeativsy unless braced)TC)an throughout heir length). A C' continuous sheathing duan as plywood sheathing(TC)and/or drywan(BC). '✓J�1 R ILA- responsibility of the building designer. 3.n Impact bridging or lateral bracing required where shown.. rl SEQ.: Ki60 8 4 7 6 4.No load should be applied to any component until after all bracing and 4.Installation of suss Is the responsibility of the respective contracto, fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for'dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility for the EXPIRES: Design assumes NII bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2015 necessary. fabrication,aignlohandling,adaub) and instaltatlnnofcomponents. 7.Design assumes adegatedlahtag,of555provided. December 18,2015 e.This design Is furnished subject to me limitations set form by 8.plates shall be located on both faces of buss,and placed so their center TPIM/TCA in BCS',copies or which will be fumiehed upon request. Iines coincide with joint anter lines. u7nts Software 7.6.7(114-6 9.Digits Indicate size of plate in inches. MiTek USA,Inc./Com P10.For ba=le connector plate design yahoos see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 16-03-00 GIRDER SUPPORTING 24-07-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-12207) 2643 1- 8=1 -435) 2019 1- 9=(-1908) 8844 11- 5=1-2637) 597 BC: 2x4 KDDF #1fiBTR; 2- 3=( -8763) 1905 9-10=1-2550) 11796 8- 9=( -90) 459 5-12=1 -435) 2109 2x6 KDDF #1&BTR B2 LOADING 3- 4=( -6204) 1368 10-11=1-1668) 7857 9- 2=( -678) 3225 12- 6=1-3741) 843 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=1 -6204) 1368 11-12=1-1668) 7857 2-10=(-3741) 843 6-13=1 -678) 3225 2x4 KDDF #1SBTR A TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 16'- 3.0" V5- 6=( -8763) 1905 12-13=(-2550) 11796 10- 3=( -435) 2109 14-13=1 -90) 459 BC UNIF LL( 282.8)+DL( 212.3)= 495.1 PLF 0'- 0.0" TO 16'- 3.0" V6- 7=1-12207) 2643 14- 7=( -435) 2019 3-11=1-2637) 597 13- 7=1-1908) 8844 TC LATERAL SUPPORT <= 12"OC. UON. 11- 4=1-1011) 4635 BC LATERAL SUPPORT <= 12"OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) JT 1, 7: Heel to plate corner = 9.75" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -987/ 4543V -46/ 46H 5.50" 7.27 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 16'- 3.0" -987/ 4543V 0/ OH 5.50" 7.27 KDDF ( 625) ( 3 ) complete trusses required. Attach 3 ply with 3"x.131 DIA GUN -1- nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, 3" oc in 1 row(s) throughout 2x4 bottom chords, ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 7" oc in 2 row(s) throughout 2x6 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 9" oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL = -0.115" @ 8'- 1.5" Allowed = 0.767•• MAX TL CREEP DEFL = -0.232" @ 8'- 1.5" Allowed = 1.022" ** For hanger specs. - See approved plans MAX HORIZ. LL DEFL = 0.075" @ 15'- 9.5" MAX HORIZ. TL DEFL = 0.126" @ 15'- 9.5" 8-01-08 8-01-08 2-05-08 3-00-10 2-07-06 2-07-06 3-00-10 2-05-08 Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5.00 M-4x6 4 5.00 (All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dir), load duration factor=l.6, 4.0" End vertical(s) are exposed to wind, 4 Truss designed for wind loads irt in the plane of the truss only. M-3x9 M-3x935.0" 1* O� M-3x6 ' bibmi.. M-3x6 2 • M-4x12 ' i� WI `� M-4x12 r _�,�7 B2 Ea! r O 1 �►v a=r9 0 10 3 12 0 13 I , 0 1** 8 ice M-3x5 M-3x6 M-3x5 0 0 19 * 7 o M-1.5x3 M-5x8 0 M-5x8 M-1.5x3 2-03-12 2-10-14 2-10-14 2-10-14 2-09-02 0-01-12 2-03-12 l l l l 2-05-08 11-04 2-05-08 l 16-03 l ,C... �JG NEFRP �S�/0 144 "j7 89200PE r' JOB NAME : WESTWOOD PL2781-A HOGGANS PARK - F1 Scale: 0.3665 Oa WARNINGS: GENERAL NOTES, unless other parameters OREGON Llv Truss: F 1 1.Builder and eredbn contractor should be advised Drell General Notes 1.This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component.Applicability of design parameters and proper !„+ 4 k sit, '\ 2.2s4 compression web bracing must be metalled where shown o. Incorporation orcamponsM Is Me responsibility of the building designer. �O 41 y ' 2 b �4 3.Additional temporary bracing to Insure stability during construction 2.Design assume the fop end bottom choles b be laterally braced at / L b the responsibility of the erector,gtltlNarel permanent bracing of 7 o.c.and at 10 0.°.respectively unless braced throughout their length by A- '� DATE: 12/18/2015 the overall swcwrsis the responalbg of continuous suetdoraterlb ,dnedewheesowC) /*or drywtNec). '✓! '[�R'`� BY° building designer. 3.2s impact bridging or lateral bracing plywood shell where town** r'1 SEQ.: Ki 60 8 4 7 8 4.No bad should be applied to any component until after al brasing and 4.Installation of bus is the responsibility of the respective contractor. __ fasteners are complete and at no time should any loads greeter than 5.Design a m ea toes are to be used in a noncorresbe environment.dna are larry condition..of use. ascan balls be applied to any componenl. TRANS ID: LINK 5.CompuTnrshas nocontrol over and assumes noresponsibility for the G.Design assumes full bearing at ail.appadat°sun.3himarwedge" EXPIRES: 12/31/2015 fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage is provided. December 18,2015 6.This design is furnished subject to the!WIWbns set forth by 8.Plates shag be located on both faces 01555,,end placed so their center TPIM/rCA in SCSI,copies of which will be furnished yon request. fore coincide with joint canter lines. MiTek USA,Inc./CompuTnls Software 7.6.7(1 L)-E 1U Digitsassic indicate er of plate siIn gn vat cal design valves se ESR-1311,ESR-1988(MRek) 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 9WR/DDF/Cg=1.00 « TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-3916) 870 1- 8=(-171) 679 1- 9=(-590) 2331 5-11=( -56) 518 BC: 2x9 KDDF #1&BTR 2- 3=(-3020) 873 9-10=(-845) 3299 8- 9=( 0) 55 11- 6=(-500) 167 WEBS: 2x9 KDDF STAND; LOADING 3- 9=(-2767) 829 10-11=(-997) 3105 9- 2=( -72) 592 6-12=( -72) 591 2x9 KDDF #1&BTR A; LL = 25 PSF Ground Snow (Pg) 4- 5=(-2769) 830 11-12=(-845) 3299 2-10=(-500) 167 13-12=( 0) 55 2x4 KDDF STUD B TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=(-3020) 873 13- 7=(-171) 675 10- 3=( -68) 535 12- 7=(-590) 2331 TC DNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 10'- 3.0" V 6- 7=(-3916) 870 10- 9=(-918) 289 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 19.0)= 64.0 PLF 10'- 3.0" TO 16'- 3.0" V 9-11=(-906) 282 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 90.0)= 90.0 PLF 0'- 0.0" TO 16'- 3.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x9 BRACING AT 24"OC UON. FOR TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 10'- 3.0" 0'- 0.0" -299/ 1301V -31/ 31H 5.50" 2.08 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED 16'- 3.0" -299/ 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 cc For hanger specs. - See approved plans 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/240, TL=L/180 MAX LL DEFL = -0.128" @ 8'- 0.4" Allowed = 0.767" MAX TL CREEP DEFL = -0.249" @ 8'- 0.9" Allowed = 1.022" MAX HORIZ. LL DEFL = 0.075" @ 15'- 9.5" MAX HORIZ. TL DEFL = 0.123" @ 15'- 9.5" Design conforms to main windforce-resisting 5-11-11 4-03-10 5-11-11 system and components and cladding criteria. Wind: 190 mph, h=20.9ft, TCOL=9.2,BCDL=6.0, ASCE 7-10, 2-05-08 3-06-03 2-00-12 2-02-14 3-06-03 2-05-08 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T f +3208 T 4320# T T load duration factor=1.6, 12 12 End vertical(s) are exposed to wind, 5.00 p 4 5.00 Truss designed for wind loads in the plane of the truss only. M-5x6 M-5x6 8 M-3x4 I M-3x9 M-3x9 2 M-5x12 �- � M-5x12 r fA -A I� v 19 0 10 11 12 B 17 o 1..0000W- 8 -fa M-3x8 M-3x8 1 13 7 I0 o M-1.5x3 M-5x10 0 M-5x10 M-1.5x3 J, ), l 1 1 ,1- 2-03-12 3-02-05 5-02-14 3-02-05 2-03-12 b 1 b l 2-05-08 11-04 2-05-08 y 16-03 y :'3 04 Fes`r, ,ct, `� 9 2-v �' 89200PE r JOB NAME : WESTWOOD PL2781-A HOGGANS PARK - FH1 Scale: 0.3665 WARNINGS: GENERAL NOTES, unless otherwise noted: O �' 1.Budder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for en Individual OREGON41 Truss: FH1 and Warnings bears construction commences. building component.A licabiiy of designA_ w' 2.2a4 compression webbec pp •apo parameters end proper �L/ -�/t} O�~ '\ Ing thus!be wstalb0 where shown.. incorporation f component is the responsibility f the building designer. -7 3.Additional temporary bredng to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally bracede O 14, A DATE: 12/18/2015 tis the he overall reofle hire t re erector.Additional permanent bracing or z nos and stheathing f e teo.n.bosh cc ply woods sheathing(7C) (TCugn andut/or length). `_ responsibility of the buds25 imp ous iMstNnr later l b plywood Mred where r s smarm drywall(BC). M `R R i�� ng designer. 3.is Impaa brldgbg or or ere!bracing required where drown t SEQ.: K1608479 4.No wad shouldbe.ppdearoamoomponemuagafter.ebredngaro 4.maaletwnatruss bthareeponsfognyofthe reapedNeooareaor. fasteners are complete and at no time should any beds greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ry condmon'or use. TRANS ID: LINK esgnbadsbeeppbafoany componemand are for• . 6.Design assumes fllbearing atall supports shown.Shim orwedge if EXPIRES: 12/31/2015 5.CsepoTme hes no control over and assumes no responsibility for Me fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage b provided. December 1 8,201 5 6.This design is furnished sub)ed to the limitations set forth by 8.Plates shall be boated en both faces of hues,and placed so their center TPIM?CA In BCSI,cedes of which will be furnished upon request. lines coincide with)dm center Ibes. 9.MiTek USA,InciCempuTrus Software 7.6.7(1 L)E 1 D.Fords indicate ed basic cennedor oin f plate pllateate design tin values see ESR-1 311.ESR-1966(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 e TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 70 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-70) 41 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 19.3" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -110/ 933V 0/ 50H 5.50" 0.69 KDDF ( 625) 1'- 10.9" -78/ 76V 0/ OH 1.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 98V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/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 = 0.004" @ 1'- 0.8" Allowed = 0.092" MAX BC PANEL TL DEFL = 0.008" @ 1'- 8.5" Allowed = 0.332" MAX BC PANEL LL DEFL = 0.019" @ 2'- 8.6" Allowed = 0.249" MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.332" 1-11-11 .' 'r MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 12 5.00 D 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, Truss designed for wind loads in the plane of the truss only. 3 -7 uT 0 ro f o _ _ ri ur o _ I 2X _ 4 0 1 M-3x4 l ). y 1-07-04 'PROVIDE FULL BEARING;Jts:2,3,4 16-00 ,cc S � GI F904.1 � E' 89200P <' JOB NAME : WESTWOOD PL2781-A HOGGANS PARK - FJ1 -r Scale: 0.6444 I i WARNINGS: GENERAL NOTES, uses otherwise noted: I. Cr I.Builder and erection oontreaor should be advised of all General Notes I.This design 6 Meed Dory upon the parameters shown and is for an Individual Truss: FJ1 and 1Namings before construction commences. building component.Applkebelry of design parameters and proper �G A_OREGON ��(/ 2.204 oompre•smn web bracing mum be Installed where shown o, Incorporation of component I.the responsibility ohne bmldbg designer. '11)- � 0'� SS 3.Addmonal temporary bracing to Insure mablllty dining construction 2.Design assume the top end bottom chords to M laterally braced at b 1 4,' �AT h the responsibility of the erector.Additional permanent bracing of z o.c.am at 1a o.c.respectively en plywoodly unless braced throughout their length by DATE: 12/18/2015 M•overall structure hint reeponslbl of the bunds mnenuous sheathing such as sheathing(TC)and/or drywall(BC). MFR o'L� Ny building designer. 3.tar Impact bridging or lateral bracing required where shown se rl rl SEQ.: Ki6 0 8 4 8 0 4.No bad should M applied to any component until alter en bracing and 4.bstalhibn of truss la the roaponebnsy or the reapecnve contractor. fasteners are complete and at no time should any beds greater than 5.Design assumes trusses are to M used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for'dry condition.ofuse. 5.Compurms has no control over and assumes no responsibility for the B.Design assumes full bearing et all supports shown.Shim or wedge if EXPIRES: 12/31/2015 hbbatbn,hendiing.Mlpmant end installation of components. C°°••ry. '.Design a"am°lcaedoneom'nsesoftrprovided.s,an December 18,2015 6.This damp,Is furnished patent n the nmlttonno set brat by S.phos sMN be located onat both feces of true,and placed to their canter TPIM/1CA in SCSI,copies of which will be furnished upon regusat. Anes coincide who joint center lines. 9.Digits Indicate she of plate in Inches. MITek USA,Inc./CompuTtus Software 7.6.7-SP2(1L)-E r0.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 70 2-6=(-50) 132 6-5=( 0) 18 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-189) 24 5-7=(-86) 210 5-3=( 0) 46 WEBS: 2x9 KDDF STAND 3-9=( -18) 26 3-7=(-217) 89 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 19.3" 0.0" 0'- 0.0" -92/ 441V -9/ 75H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -84/ 72V 0/ OH 1.50" 0.12 KDDF ( 625) 6'- 0.0" 0/ 100V 0/ OH 5.50" 0.16 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.017" @ -1'- 7.3" Allowed = 0.160" MAX TL CREEP DEFL = -0.018" @ -1'- 7.3" Allowed = 0.214" 3-11-11 MAX LL DEFL = -0.005" @ 2'- 3.8" Allowed = 0.170" 4 4 MAX TL CREEP DEFL = -0.011" @ 2'- 3.8" Allowed = 0.226" MAX LL DEFL = 0.000" @ 4'- 11.9" Allowed = 0.078" 12 MAX TL CREEP DEFL = 0.000" @ 4'- 11.9" Allowed = 0.105" 5.00 D MAX HORIZ. LL DEFL = -0.003" @ 4'- 11.9" MAX HORIZ. TL DEFL = 0.005" @ 4'- 11.9" Design conforms to main windforce-resisting system and components and cladding criteria. M-4x6 , Wind: 190 mph, h=20ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, '/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, End vertical(s) are exposed to wind, o Truss designed for wind loads e ,-1 in the plane of the truss only. 111111il u, M-1.5x4 o Mf'-3x4 1 M-3x4 M-3x4 l b I ,1- 2-03-12 2-03-12 2-08-03 1-00-01 J, I b I 1-07-04 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING:Jts:2,4,7 PR ofF N \5 �NGIEFX�<-Sk° ss ,� 9 0 2 � =9200PE 9t JOB NAME : WESTWOOD PL2781-A HOGGANS PARK - FJ2 Scale: 0.6069 vl WARNINGS GENERAL NOTES, unless othrnwisenoted: CC Truss: FJ2 1.Builder and erection contractor Mould be advised of all General Notes 1.This design is based onW upon the parameters Mown and Is bran individual s�� L and Wemings before oondruction commences. building component.Applicability of design parameters and proper 4„, OREGONN a 2.244 compression web bracing must be Installed where Mown.. incorporation of component Is me responsibility of the building designer. JO )' 14, A p8 2.Design assumes the top and bottom cholas to be laterally braced at LO (�� 3.Additional temporary bracing to Insure stability during construction7 T b the responsibility of Me erector.Additional permanent bracing of o o.a and at 10'0.0.sonIr Ney unless braced throughout their length by Qtr continuous sheathing such as plywood sheathing(TC)and/or drywall/BC). -/�+.C� T 10- DATE: v 12/18/2015 the overall structure kis respusbiky of the building designer. 3.2s Impact bridging or lateral bracing required where shown++ n n SEQ.: Ki 60 8 4 8 1 4.No bad Mould be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are compete and at no time should any bads greater than 5.Design assumes trusses are to be used in a sommroswe environment, TRANS I D: LINK design loads be applied to any component. and are?G.:dry condreon•of um. 5.CompuTrus has no control over and assumes no responsibility for the 6.Dcoeel assumes tell be.dng.t all supports shown.Shim or wedge g ummEXPIRES: 12/31/2015 fabrication,handling,shipment and installation of components. nfabrication, '.Design°"emes booedon drainage is prodded. December 18,2015 6.This design is furnished subject to the(lineations eat forth by 8.Plates shall be located on both fags of truss,and paced so their center TPINVTCA in SCSI,copies of which will be furnished upon request. Mn..coincide with joint center lines. 9.Digits Indicate Me of piste b inches. MITek USA,Inc./Compri-fres Software 7.6.7(1 L)-E 10.For basic connector pate design values see ESR-1311,ESR-1988(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 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 70 2-6=(-142) 251 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2-3=(-311) 70 5-7=(-237) 405 5-3=( 0) 50 3-4=( -46) 22 3-7=(-417) 244 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 POE' 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" -96/ 481V -6/ 101H 5.50" 0.77 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 11.9" 0/ 149V 0/ OH 5.50" 0.24 KDDF ( 625) 5'- 11.7" -48/ 111V 0/ OH 1.50" 0.18 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICONS. 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 LL DEFL = 0.012" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.020" @ 2'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.008" @ 4'- 11.9" MAX HORIE. TL DEFL = 0.010" @ 4'- 11.9" 5-11-11 Design conforms to main windforce-resisting 12 system and components and cladding criteria. 5.00 D Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), -/ load duration factor=1.6, End Vertical(s) are exposed to wind, '' Truss designed for wind loads n the plane of the truss only. o M-4x6 1 3 p cg6 r _....iiiiiiill11111111.111Wm....._ .1......„... rB 0o 2 N M6 3x9 o M-1.5x4 M-3x4 M-3x4 b l b b 2-03-12 2-08-03 1-00-01 y 1-07-04 y 2-OS-08 y 6-00 3-06-08 y .�e�d PROPe_o 'PROVIDE FULL BEARING;Jts:2,7,4 I �� ., G..1F,9 �Q �` 89200PE 9c' JOB NAME : WESTWOOD PL2781-A HOGGANS PARK - FJ3 -- /-� • Scale: 0.5069 WARNINGS: GENERAL NOTES, unissotianwisenoted: -7j ,�OREGON ♦� �4/ Truss: FJ3 1.Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown and Is for an individual G.! 11 t' f y` �� and Warnings before construction commences. building component.Applicability of design parameters and proper O -7/ 14, V 2 2a4 compression web bracing must be installed where shown a, kceryoralbn of Component Ie me reaponstditiy of ma building designer. 3.Additional temporary bradng to Insure stability during construction 2.Design assumes the lop and bottom chores to be laterally braced at 1// '` RI ��is the responsiblfty of the erector.Additional permanent bracing o/ 7....et is c.o.each as sly sad a bated throughout their length by R DATE: 12/18/2015 continuous sheatNng such as plywood aneethlag(Tc)and/or drywall(BC). the overall structure is the responsibility of me britd:ng designer. 3.2,Impact bridging or lateral bracing required where shown.i SEQ.: K 1 60 8 4 8 2 4.No bad should be applied to any component until after all tracing and 4.Installation on buss is to responsibility of to respective contractor. fasteners are complete and at no erne should any bads greater then 5.Design assumes t u sae are to be used in a non-corrosive environment, end are for"dry condition.Dates. EXPIRES: 12/31/2015 TRANS ID: LINK design loads be applied to any component. 5.CmrpuTrue has no control over and assumes no responsibility tar the 6.Design assumes full beating at an supporta shown.Shim or wedge 8 December 18,2015 fabrication,handling,shipmentcecesary' g and katalistion of components. 7.Design assumes adequate drainage is provided. S.This design is MMstad subject to the limitations set foil by B.Plates shall be located on both faces antrum,and placed so their center TPINVTCA In BCS:,copies of which will be IunrleMd upon request. Isles coincide with joint center lines. 1 L Weft USP,,IncJCo Trus Software 7.6.7 e.Digits indicate arse of plate In inches. ( )-E 10.For bask connector plate design values see ESR-1311,ESR-7988(MITA) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.4" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #l&BTR LOAD DURATION INCREASE = 1.15 1-2=( O) 70 2-7=( -96) 215 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-275) 55 6-8=(-161) 347 6-3=( 0) 49 WEBS: 204 KDDF STAND 3-4=( -86) 51 3-8=(-358) 166 LOADING 4-5=( -39) 17 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 POE BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 19.3" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -81/ 471V -9/ 128H 5.50" 0.75 KDDF ( 625) 4'- 11.9" 0/ 134V 0/ OH 5.50" 0.21 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -102/ 236V 0/ OH 1.50" 0.30 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 8'- 0.4" -17/ 32V 0/ OH 1.50" 0.05 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc 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 = -0.009" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.017" @ 2'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.006" @ 4'- 11.9" l 8-00-07 MAX HORIZ. TL DEFL = 0.009" @ 4'- 11.9" f 12 Design conforms to main windforce-resisting 5.00 D 5 system and components and cladding criteria. Wind: 190 mph, h=20.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads 0 o in the plane of the truss only. r7 M-4x6 o1 rn 3 I m No 8 ►� o �® of M-1.5x9 of 1 2 N MZ3x4 M-3x9 M-3x4 J. , , l 2-03-12 2-08-03 1-00-01 y 1-07-04 . 2-05-08 y 5-06-15 y ��E❑ PROPe0 u Cf 6-00 2-00-07 ,F=> 0.4G1NEF,S, .O (PROVIDE FULL BEARING;Jts:2,8,9,5 ..-4 2 Q 89200PE c"" JOB NAME : WESTWOOD PL2781-A HOGGANS PARK - FJ4 ' r • ��I..•' Scale: 0.4378 WARNINGS: GENERALNOTES, unleasumerwlaeneted: 17 OREGON /�l(/� Truss: FJ4 1.Builder end erection cordrador should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �/ 1is'� 20 -A-- ; �` and Warnings before construction commences. bukang component.Appamaaty of design parameters and proper �j Y 14, V 2.204 compression web bracing must be installed where Moven.. incorporation of component is the reaponsibiRty of the building designer. /�� ,tyQ` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at iii . a�R'�� V is the responsibility of be erector.Additional permanent bracing of z non and at 1 a o.c.reapedsey unless braced throughout their length by H continuous eheatNng such as plywood q(TC)and/or drywall(BC). DATE: 12/18/2015 the overall structure Is the responsibility of the building designer. 3.20 impact bridging or lateral bracing requiredoetod where shown.. SEQ.: Ki6 0 8 4 8 3 4.No bad Mould be applied to any component until after all bracing end 4.Installation of truss b the responsibility of the respective contractor. fasteners are complete and at no time should any used in a bads greater than 5.Design assumes trusses are to be non ooroshe environment. EXPIRES: 12/31/2015 TRANS I D• LINK deign loads be applied to any component. and are for"dry condMon"of use. 5.CompuTrea has no control over and.saunas no responsidltty Er the 6.Design assumes hull bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. sigmassumes December 18,2015 drainage b provided. 6.This design Is furnished sub)ed to the limitations set forth by 8.Design tesnWR be bated on both faces of trues.and placed an their center TPINVTCA In BCSI,copies of which will be furnished upon request. linea coincide with Joint center linea. 9.Digits cote etre of latete inches. MiTek USA,Inc.ICom uTrus Software 7.6.7 1L E 1B For basic connector plate ceasign values see EBR-1311,ESR-1988(MRek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF#15BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF#15BTR SPACED 29.0" O.C. 1-2=(-26) 13 1-3=(0) 0 TC LATERAL SUPPORT <= 12"0C. 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" -22/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1-11-11 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1' fAND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.001" @ 1'- 2.2" Allowed = 0.092" r f MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.2" Allowed = 0.137" 12 5.00 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=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 2 -/ ' Lo oi N 0 o v NI o 1 3 M-3x4 l y 2-00 (PROVIDE FULL BEARING;Jts:1,3,2 I �cy,0 PR Oreo-r, mac=r �NGINEF'9 /O2 8920_ e.0PE 9r JOB NAME : WESTWOOD PL2781-A HOGGANS PARK - FSJ1 ��/ : Scale: 0.7495 WARNINGS: GENERALdesign is unless mere.mete: proper '7 OREGON Dt �4// Truss: FSJ1 1.Builder Warnings sbeforconhedcron co be advised of all General Notes 1.builig co lebard plycabny S parameters parameters and leofor r individual and Waminga Beare construction oommanae. building component Applicability or sestet parameter..na 2.254 compression web bracing must be Installed stere shown s. incorporation of component is Me reaponsibillfy of me b5tdBg designer. h 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom es.ler to be laterally braced si 4' 2 �`!" le the responsibility of the erector.Additional permanent bracing of T o.c.and at is°a.respectively unless braced throughout r deo length by Q DATE: 12/18/2015 me overall structure is the reapomloilty of me building designer. continuous sheathing such as plywood sheathing(7C)and/or drywall(SC). V 3.25 impact badging or lateral bracing requkee whore shown+• �f�RIO- SEQ.: Ki6 0 8 4 8 5 4.No bed should be applied to any component until alter all brining and 4.Inetalletinn dims Is the respotnibillty of the respective contractor. fastenere are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and ars for"dry condition-of use. 5.CompuTrua has no control over and assumes no responsidIty ler the6.Design•arm°°lull bearing et all supports shown.Shim or wedge it EXPIRES: 12/31/2015 fabrication,handling,shipment and installation of components. mammy. '.Design halassumes°ded drainage feces is provided. December 18,2015 8.Thle design Is furnished subject to the limitations set forth by 8.Plates shall be located on both lace°of inure,and placed r choir center TPI7NTCA In SCSI.copies of which wll be furnished upon request Ines coincide with Joint center lines. 9.Digits indicate sin of plate In Inches. MITek USA,InciCompuTrtls Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values re ESR-1311.ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 i IC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-57) 26 1-3=(0) 0 BC: 2x9 KDDF #1SBTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD= 10.0 PSF 0'- 0.0" -28/ 132V -5/ 45H 5.50" 0.21 KDDF ( 625) TOTAL LOAD= 92.0 PSF 1'- 9.2" -13/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 3'- 11.7" -49/ 96V 0/ OH 1.50" 0.15 KDDF ( 625) 12 LL = 25 PSF Ground Snow (Pg) 5.00 I -LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 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 = 0.049" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.065" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 2 Design conforms to main windforce-resisting -/ system and components and cladding criteria. 1111110 Wind: 190 mph, h=20ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), '11 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. u> 0 0 N /- 1--- o 0 I 111 I 1► 3' M-3x4 y 2-00 1-11-11 y ` c O PR Ore (PROVIDE FULL BEARING:Jts:l,3,2 1 [:_< NGtINEF cSTjO `� :9200PE c' JOB NAME : WESTWOOD PL2781-A HOGGANS PARK - FSJ2 `i Scale: 0.8935 fa.01• 111111% WARNINGS: GENERAL NOTES, unless otherwise noted: t(„/'y.. Truss: FSJ2 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parematere shown and is for an Individual OREGON 4/ and Warnings before construction commences. building component.Applicability of design parameters end proper �/ N 2.2x4 compression web bracing must be kadalled where shown 0. mcoDesign.oeu of component is Me reaponstdltiy of the building tie&goer. 4/� 'T ''' 14, 2.6'‘,,,,A;..4‘ 3.Additional temporary bracing to insure stability during construction 2. assumes the top and bottom seachotit to be laterally braced at b the responsibility of the enactor.Additional permanent baring of c o.e.and at 10 o.e.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywal9BC). /1,) PRIO-� I 1 1� DATE: 12/18/2015 the overall structure k the responsibility of the building designer. 3.2r Impact badging or lateral boding required where shown v o n Il SEQ.: El 60 8 4 8 6 4.No bad Mould be appeed to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners ere complete and at no time Mould any bads greater than 5.Design assumes tosses are to be used in a non-conoshe enWrorsnent, design bads be applied to any component. and are for Pry condition'of fix.TRANS I D: LINK 5.CcepuTms hes no control over ens saaonea no reapona d y for the 6.Design assumes kill bearing at all supports Mown.Shim or wedge If EXPIRES: 12/31/2015 fabrbatlen,handling,shipment and installation of components. 7.Despn assumes adequate drainage k provided. December 18,2015 6.This design is furnished subject to the limitations est form by 6.PNtes shag be located on both faces of buts,and placed x their center TPIIWICA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plata In inches. MITek USA,InciCempuTfus Software 7.6.7-SP2(I L)-E 10.For beak connector plate design values sue ESR-1311,ESR-1988(MRek) This design prepared from computer input by PACIFIC LUMBER: Larry M 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 2-9-(0) 0 BC: 2x4 KDDF#1&BTR SPACED 29.0" O.C. 2-3=(-68) 40 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"01. 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 = 92.0 PSF 0'- 0.0" -98/ 933V 0/ 46H 5.50" 0.69 KDDF ( 625) 1'- 10.9" -70/ 76V 0/ OH 1.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 4BV 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.017" @ -1'- 7.3" Allowed = 0.160" MAX TL CREEP DEFL = -0.018" @ -1'- 7.3" Allowed = 0.219" MAX TC PANEL LL DEFL = 0.009" @ 1•- 0.8" Allowed = 0.086" MAX BC PANEL TL DEFL = 0.008" @ 1'- 8.5" Allowed = 0.326" MAX BC PANEL LL DEFL = 0.019" @ 2'- 8.6" Allowed = 0.245" MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.326" 1-11-11 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 12 5.00 p Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 3 -/ if in 0 o - _ ti C O 0 2 X x4 M-3x4 l l l 1-07-04 'PROVIDE FULL BEARING;Jts:2,3,4 16-00 ,,,,._•44/ -72,�NGI NEF6 /g�9 89200PE r JOB NAME : WESTWOOD PL2781-A HOGGANS PARK - GJ1 ...40110r,"' ".-- Scale: 0.6949 WARNINGS: GENERAL NOTES, uMess otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual oncommences. building yL ,£7 OREGON 44/ Truss: GJ1 and Warnings before consbuct. ion A'., 2.2a4 compression.0 bracing must be Instated where shown v. Incorporation of componsM is the responNbrby of the building designer. �I' 2 3.Additional temporary bracing o insure stability during construction 2.Design assumes the op and bottom chords o be eterely braced at �� • 1(�v (rte (.y� is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 1 tl o.c.each respectively unless braced throughout Meir length by (.�C_ DATE: 12/18/2015 Me overall structure lathe responsibility of the wilding designer. continuous sheathing such as pywood sheathing(TC)and/or drywan(BO). O ` V 3.in impact bridging or lateral bracing requited where shown t a �I,R `� SEQ.: Ki6 0 8 4 8 7 4.No sad should be applied to any component any lad all braolag and 4.Installation of buss is Me responsibility of the respective contractor. fasteners are complete and at co time should any loads greater than 5.Design assumes busses are to be used In a non-corrosive environment, and are for•dry condition.of use.w TRANS ID: LINK aegnbedabeapWedbany component. assumes 8.DeNgnaamesfull beedngatatsupports shown.Shim orwedge if EXPIRES: 12/31/2015 5.CompuTrus has no control over and es no responsibility the cecsssary fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage Is provided. December 18,201 5 8.The design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of trues,and placed on their center 7PIMy7CA in BIM,copes of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MITek USA,IAc.IConlpuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design vakres see ESR-1311,E8R-1988(MRek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3-�-60) 39 2-4-(0) 0 TC LATERAL SUPPORT <= 12"OC. LION. LOADING BC LATERAL SUPPORT <= 12"OC. LION. 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 O'- 0.0" -75/ 945V -3/ 69H 5.50" 0.71 KDDF ( 625) 3'- 10.9" -77/ 113V 0/ OH 1.50" 0.18 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 56V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.017" @ -1'- 7.3" Allowed = 0.160" MAX TL CREEP DEFL = -0.018" @ -1'- 7.3" Allowed = 0.214" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX BC PANEL LL DEFL = 0.016" @ 2'- 8.6" Allowed = 0.295" 3-11-i1 MAX BC PANEL TL DEFL = -0.033" @ 3'- 1.9" Allowed = 0.326" T l' MAX BC PANEL TL DEFL = -0.002" @ 4'- 1.4" Allowed = 0.326" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 5.00 p Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h-15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. to I , ,j--1 aEIIIIMIIIIIIIIMIIIIMMIIMIIMIIMI T /- I z�� 0 1 M-3x4 b b 1-07-04 'PROVIDE FULL BEARING;Jts:2,3,4 j6-00 �� 2 �' 89200PE ��' JOB NAME : WESTWOOD PL2781-A HOGGANS PARK - GJ2 Scale: 0.6319 �. WARNINGS: GENERAL NOTES, unless otherwise noted: 0 cr Truss: GJ2 1.Builder and erection contractor.Home be advised of al General Notes 1.Mb design is bawd only upon the parameters shown and Is for an Individual "9L OREGON and Warnings before construction commences. building component.Applkabxlty of design parameters and proper 2.914 compression web bracing mud a installed where shown+. Incorporation of component Is Me respcnsidltiy of me bullying designer. $ ed at 3.Addlllonal temporary bracing to Insure stability during construction Z Design aM et iG o o.reape555 top and bottom braced throughout tlrchords to be laterally ceS length �O i 4 49 O f],h, is the responsibility of me erector.Additional permanent biaane of continuous sheathing such as plywood sheathing(TC)and/or drywal(ec �en R'L� V C_ DATE: 12/18/2015 the overall structure is the responsibility ofthe building designer. 3.2,Impact bridging or lateral bracing required where shown.. SEQ.: K16 0 8 4 8 8 4.No bad should be applied to any component until alter all bracing and 4.Installation of hugs Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive envlonmast, TRANS ID: LINK design loads he appled to any omeponem and at.for dry sondssn sf050. s.Compulrus has no control over and swum.no responsibility for tet. 6.Design aawme.roti bearing at an supporta shown.Shim or wedge if EXPIRES: 12/3112015 fabrication,handing,shipment and inat°Ibbon of components. 8B8ry' 6.This design isNmlahadsubject toRnSeationsset forhby T.PBessaNbelosign assumes 8dedon uste ofacBropfuss,an December 18,2015 8.Plates.hely be loafed on both reset of truss,and plead so their center TPIM/TCA In BCS',copies of which will be furnished upon request. Ines coincide with joint anter Imes. Mi7ek USA,Inc./Com u7ms Software i 7.8.7-SP2 l E 9.Dills indicate site of plate w Inches. p ( )- 10.For basic connector plata design values see ESR-1311,ESR-1988(MiTek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 70 2-4=(0) 0 BC: 2x9 KDDF#1&BTR SPACED 24.0" O.C. 2-3=(-88) 91 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. LION. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 19.3" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -80/ 999V -6/ 93H 5.50" 0.79 KDDF ( 625) 5'- 9.2" 0/ 79V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -66/ 161V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.017" @ -1'- 7.3" Allowed = 0.160" MAX TL CREEP DEFL = -0.018" @ -1'- 7.3" Allowed = 0.219" MAX TC PANEL LL DEFL = 0.068" @ 3'- 7.2" Allowed = 0.375" 5-11-11 MAX TC PANEL TL DEFL = -0.089" @ 3'- 4.8" Allowed = 0.563" MAX HORIZ. LL DEFL = -0.000" @ 5'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 5'- 10.9" 5.00 Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 190 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 0 (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. ti m o mi o /- aliZi I 2 4 0 1 M-3x9 J, J, y 1-07-04 6-00 'PROVIDE FULL BEARING:Jts:2,4,3 I (�`'�6 PROre StS' fir._; 0�GINEF'4 /62 cc' :9200P 9r JOB NAME : WESTWOOD PL2781-A HOGGANS PARK - GJ3 Scale: 0.6069 /� WARNINGS: GENERAL NOTES, ass othenolse noted: • OREGON Cr 1.Builder and erection conhador ahadd be advised of all General Notes 1.This design b based only upon me parameters shown and is for an Individual Truss: GJ3 and wembgs before construction commences. beading component.Applicability of design parameters and proper 4+ /�A N� 2.2e4 oompres°lon web bredng must be kratalled where shown v. Inwryore505 of component Ia Ma reeponadlky of ba buildkip deetgner. "7 n 0 �� 3.Additional temporary bracing to Inure stability during construction 2.Design assumes the top and bottom chorda b be bteraly braced N 1 4 4 N the resporieldiky of the erector.Additional permanent biasing of o o.e.and at ea o.c.sudn as ey unleea braced throughout their isnglh by 0. 12/18/2015 teoverall structure is the responsbilityoftebuadngdesigner. 3Srlep0tehgingorcod,abadsgreuirod ewheesoen•thing(TC)anNor drywalgec). h v impact bridging or lateral bracing"quina where mown.. ��rl R ILA-- DATE:S EQ. : Ki60 8 4 8 9 4.No load should be applied to any component until after all bracing and 4.msteldgon ettruss O the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK deeignloads beappladto any component. and are br•drycondition'ofuse. 5.CompoTrushas nocontrol over and assumes norespensblikyfor the 8.DeMgneewmea/ulbeedngetallsupportsshown.ShhnorwedgeIf EXPIRES: 12/31/2015 mamfabrication.handling.shipment and installation of components, Design as. ' abal bes boaed ondrainage " ruprovided. December 18,2015 8.This design is furnished subject to the Iimhadons set brill by e.Plates shell be wasted on both leas of truss,and paces so their center TPINVICA in SCSI,copies of which will be furnished upon request lines coincide with Joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • This design prepared from computer input by Pacific Lumber 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=(-98) 65 3-5=(-185) 158 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-103) 86 WEBS: 2x9 KDDF STAND 3-9=( -9) 4 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 19.3" 0.0" 0'- 0.0" -91/ 987V -28/ 93H 5.50" 0.78 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" -28/ 299V 0/ OH 5.50" 0.39 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.017" @ -1'- 7.3" Allowed = 0.160" MAX TL CREEP DEFL = -0.018" @ -1'- 7.3" Allowed = 0.219" MAX TC PANEL LL DEFL = 0.079" @ 3'- 0.5" Allowed = 0.353" 5-08-04 0-03-12 MAX TC PANEL TL DEFL = -0.090" @ 3'- 0.6" Allowed = 0.530" T '( MAX HORIZ. LL DEFL = 0.000" @ 5'- 8.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 5'- 8.2" 5.00 M-1.5x34 conforms to main windforce-resisting 9 -, system and components and cladding criteria. 3 Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, II (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End Verticals) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 ../. AMM1111111111111111110111111,211 ti N O• f O l 2�� 5 O 1 M-3x4 M-1.5x3 l l l 5-08-04 0-03-12 l l l 1-07-04 6-00 .`<�E° PR ores r:5 �N�'wFR s% 2 ,e 89200PE 9r JOB NAME : WESTWOOD PL2781-A HOGGANS PARK - GJ4 4. Scale: 0.5699 `_ Tali. WARNINGS: GENERAL NOTES, unless otherxiae noted: 110 OREGON It 7.Builder and erection contactor should be advised of all General Notes 7.This design Is bard Dory upon the parameters shown end is for an IndlWdwl Truss: GJ4 and warnings before construction commences. building nt.Applicability 2.zee compression web bracing incorporationX0118 dy of design parameters and proper elegner. 1� pro g moat be installed where shown+. of component la Me reapnnsidl of the building ctrl 3.Additional temporary bracing to Insure stability during construction 2.Design assumes IM lop and bottom chorda to be laterally braced at /O y 14, '�0,��-�" b the responsibility of the erector.Addional permanent bracing of 2'o.c.end et IC,ee o.c.respect/et sod a bracetl throughout their length by continuous sheathing such as plywood eheathmg(Tc)and/or drywall(BC). R p'LA- DATE: 12/18/2015 the overall structure is the responsibility of the building designer. 3.24!mind bridging or lateral bracing required whore shown++ ill fl SEQ.: Ki 60 8 4 9 0 4.No bad should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time Mould any bads greater than 5.Design assumes tuner are to be used in a non-corrosive environment, TRANS ID: LINK design bads be applied to any component. and are for dry conditiondust 5.CompoTrus has no control over and assumes no neepensibiley for the B.Design assumes NII bearing et ail supports shown.Shim or wedge 1( EXPIRES: 12/31/2015 fabrication,handling,shipment and installation of components. 7.Design say,mes adequate drainage b provided. December 18,2015 5.This design la fumlMnd subject to the limitations set forth by 8.Petr sial be located on both faces of truss,end placed no their center TPIWVTCA In BCSI,copies of which will be furnished upon request. Anes coincide with joint center lines. B.Digits indicate she of plate in Inches. MITek USA,Ine./CompuTnts Software 7.6.7(1L)-E 1e.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 • TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 70 2-5=(-40) 44 3-5=(-152) 138 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x9 KDDF STAND2-3=(-87) 60 3-4=( -9) 9 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 19.3" 0.0" 0'- 0.0" -91/ 456V -22/ 78H 5.50" 0.73 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 0.0" -23/ 201V 0/ OH 5.50" 0.32 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICONS. 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 = 0.219" 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 T -r 1 MAX HORIZ. LL DEFL = .0.000" @ 4'- 8.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 4'- 8.2" 5.00 Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 3 4 -V Wind: 140 mph, h=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=1.6, 2 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 N O I N C O l 2 6 O l M-3x4 M-1.5x3 1 l ), 4-08-04 0-03-12 y l l 1-07-04 5-00 �v �' , .,89200PE -9r JOB NAME : WESTWOOD PL2781-A HOGGANS PARK - GJ5 Scale: 0.5785 WARNINGS: GENERAL NOTES, unless oMerwee noted: Cr Truss: GJ5 1.Builder end erection contractor should be advised or all General Notes 1.This design a based only upon the parameters shown and is for an Individual ��aae OREGON klo, and Warnbgs before construction commences. building component.Applicability of design parameters end proper �f_ �/ 2.254 compression web bracing must be installed where shown 0. Incorporation of component is Me raeponstcilily of the building designer. a•� 3.Additional temporary bracing to Mare stability during construction 2.Design and rR o .fop and bottom chords to be eeralty braced at 'o �Y 14, z° f�+ e the responsibility of the erector.Additional permanent bracing of 2 on.ant at iG o.c.recpeckvely unless braced throughout their length by (], DATE: 12/18/2015 Me overall structure a the reresponsibility ng designer. 3.continuousrin b+hging or let aspyng reuiredood wheresander erywan(Bc>. � a�.��'�` V epomfol or Me bulldi d "iPa ridging or Isteral bracing required where shown*a P �r S EQ.• K 16 0 8 4 91 4.No load should be spoked a any component until after all bracing and 4.Installation of tures a Me responsibility of Me 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 ID: LINK desgnwadsbeapplied toany component. and erefo dry conditionoruse. 5.CompuTms has no control over and assumes no respor lNNy for the 6.Design assumes full bearing at all supports shown.Shim or wedge it EXPIRES: 12/31/2015 fabrication,handling,shipment and installation of components. mammy. 8.This designANmlehedsubjecttotelimtationsantfortby 7.Design assumes all be located on bu s•andpacedsotheircenter December 18,2015 TPIM?CA in SCSI,copes of Whkh will be furnished upon request. lines coincide with joint center lines. 9.DigitssmeectatiMiTek USA,Inc./ConpuTrus Software 7.6.7(1L)-E 7basic connector design vales see ESR-7311,ESR-1988(Wel) I • This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 s TC: 2x9 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 70 2-4=(0) 0 BC: 2x9 KDDF#1&BTR SPACED 24.0" D.C. 2-3=(-63) 15 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 19.3" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -120/ 958V 0/ 96H 5.50" 0.73 KDDF ( 625) 1'- 9.2" -78/ 9191 0/ OH 5.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -31/ 42V 0/ OH 1.50" 0.07 RODE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.017" @ -1'- 7.3" Allowed = 0.160" MAX TL CREEP DEFL = -0.018" @ -1'- 7.3" Allowed = 0.219" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.045" MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.059" 1-11-11 T T MAX HORIZ. LL DEFL - -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 12 5.00 p Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 3 -/ 0 N O O I a N NI 1 M-3x4 J. 1 l 1-07-04 2-00 'PROVIDE FULL BEARING;Jts:2,4,3 .��E© PR oFess 89200PE -7_,. JOB NAME : WESTWOOD PL2781-A HOGGANS PARK - GSJ1 ,/V Scale: 0.6899 IA WARNINGS: GENERAL.This design NNOTES, unyuponthise pareeotor '7 OREGON ��Q Truss: GS J 1 1.Builder and o bets,sonde or should be adviead of all General Noes I.This design b based only upon the peremNere shown and Is bran individual and Warnings before mnetnrction continences. building component.Applicability of design parameters and proper 2. t4 eompreasion web bracing must be installed where shown.. inmrporetlon of component is the responsibility of Me building designer. /O ( t 2-0 01 3.Additional temporary bracing to Assure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at / (. t,� is the responsibility of me erector.Additional permanent bracing of s o.e.and at 10 o.c.respectivelyenplywood amass braced throughout their length by f].[' DATE: 12/18/2015 continuous shesimrq such as plywood sheetbirp(TC)and/or drywall(BC). 416-RR I I-k- V the overall structure la the responsibility of me building designer. 3.2,Impact bridging or lateral bracing required where shown.. SEQ.: K 1 60 8 4 9 3 4.No bad should be applied to any component until after all bracing and 4.Installation abyss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greeter than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design loads beapplied to any component. and arefor-drycondion•ofuse. 5.CompuTrus has no control over and assumes no reaponalbilty for the r assnecessaryumes lull bearing at all supports shown.Shim or wedge it EXPIRES: 12/31/2015 fabrication,handling,shipment and installation of componenre. 7.Design assumes adequate dreinege A provided. December 1 8,201 5 8.This design Is furnished subject to the Amitetlons set form by 8.Pletes shell be bated on both faces of truss,and placed so their center TPIM/TCA In SCSI,wpbs of which sill be funaaMd upon request. Anes coincide with joint center lines. MiTek USA,Inc./Compel-am Software 7.6.7-SP2(l L)-B 10.Digitsbasic connector plate ltd a ign vel plate design values see ESR-1311,ESR-1988(MRak) • This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 r TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 70 2-4=(0) 0 BC: 2x9 ROOF#1&BTR SPACED 24.0" O.C. 2-3=(-65) 26 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT 1= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 19.3" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -113/ 967V -3/ 69H 5.50" 0.75 KDDF ( 625) 1'- 9.2" -65/ 60V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -49/ 95V 0/ OH 1.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICONS. 2: Design checked for net(-5 psf) uplift at 29 "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 12 MAX LL DEFL = 0.017" @ -1'- 7.3" Allowed = 0.160" 5.00 c" MAX TL CREEP DEFL = -0.018" @ -1'- 7.3" Allowed = 0.214" MAX TC PANEL LL DEFL = 0.003" @ 1'- 3.7" Allowed = 0.231" MAX TC PANEL TL DEFL = 0.003" @ 1'- 3.7" Allowed = 0.346" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 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, to Truss designed for wind loads in the plane of the truss only. , 0 o f 2 illill 4 M-3x4 1 1 b l 1-07-04 2-00 1-11-11 IPROVIDE FULL BEARING;Jts:2,4,3 I ��E O P R oFEss , .:7 �Nc'1N�F9 ,02 `s" 89200PE 9v' JOB NAME : WESTWOOD PL2781-A HOGGANS PARK - GSJ2 -7 �,.:. Scale: 0.7973 ' AMP : WARNINGS: GENERAL NOTES, unless otherwise noted: OOREGON Q 1Builder and erection conhador should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual -7,4-- s�. .Truss: GSJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper �/ 1^ /` 2.2s6 compression web bracing must be installed urbane shown Y. Incorporation of component is the responaldliry or the bulamg designer. 4/6 '<i)' li 1 4' 2©� � 3.Additional temporary bracing to Insure stability dieing construction 2.Design assumes the top and bottom chordsfor to he istersly braced si / (� 4 is the responsibility of the erector.Additional permanent bracing 01 2 AA and at eaID c.o.respectively unless braced Mmughou Meir length by v continuous MeatNtg such as plywood awed sheathing(TC)(TC)and/or drywall(BC). ^R R I L� DATE: 12/18/2015 the overall structure is the responabiNy of the building designer. 3.2n Impact bridging or lateral bracing required where shown.+ SEQ.: El60 8 4 9 4 4.No bad should be applied to any component until ager all bracing end 4.Insellatbn of truss Is Me responsbsey of the nespedlve contactor. fasteners are complete end at no time should any beds greater than 5.Design assumes tows are to be used Inc non-corrosive environment, TRANS ID: LINK design loads be applied to any oomponent. and are for'dry condition'of use. 5.CompaTrss has no control aver and assumes no raeponsibilly for the 8.Design assumes till beading at at supports shown.Shim or wedge If EXPIRES: 12/31/2015 fabrication.handing.shipment and kiWlla00n of components. ummy. 7.Designwes enoetedote drainage is provided. December 18,2015 S.This design is furnished sabied to the limitations set forth by S.Plates shall be located on both races or Wes,and placed so their center TPINrCA In BCSI,copies of which will ba furnished upon request lines cobolde with joint center lima. B.Digits indicate ales of plate In inches. MiTek USA,Ina./ConpuTrue Software 7.6.7-SP2(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-7888(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.2" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 70 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-88) 39 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 19.3" 0.0" TOTAL LOAD= 92.0 PSF 0'- 0.0" -101/ 460V -6/ 9111 5.50" 0.79 KDDF ( 625) 1'- 9.2" -92/ 193V 0/ OH 5.50" 0.23 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.2" -66/ 141V 0/ OH 1.50" 0.23 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "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/1B0 MAX LL DEFL = 0.017" @ -1'- 7.3" Allowed = 0.160" MAX TL CREEP DEFL = -0.018" @ -1'- 7.3" Allowed = 0.219" MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.095" MAX BC PANEL TL DEFL = -0.009" @ 1'- 0.1" Allowed = 0.059" 12 MAX HORIZ. LL DEFL = -0.000" @ 5'- 9.4" 5.00 D MAX HORIZ. TL DEFL = -0.000" @ 5'- 9.9" 3 Design conforms to main windforce-resisting system and components and cladding criteria. '' Wind: 190 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. N 0 m o N o /- CInin• 0 2 4 -/ 1 M-3x4 l l l l 1-07-04 2-00 3-10-03 (PROVIDE FULL BEARING;Jts:2,9,3 I ��EO PR OF�rss �C�GINEF9 /� �, 2 �` 89200PE 9x JOB NAME : WESTWOOD PL2781-A HOGGANS PARK - GSJ3 id /.0".• Scale: 0.6361 ----N_ . `/ • ..- • WARNINGS: GENERAL NOTES, unless°Merwne noted: Q Cr Truss: GSJ3 1.Builder and erection contractor should be advised of all General Notes 1.This design H based only upon the parameters shown and i for Individual -7, OREGON AN and Warnings before construction commences. building component.Applicability of design parameters and / 2.alt compression web bracing must be installed where shown.. incorporation of component is me responsis y Or the Mgbbg desgner. 1 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the by and bottom thorns to be laterally braced at 2 `� la the responsibility or Me erector.Additional permanent bracing or z o.c.and at In ton sodas plyunless bead throughout their length by c 1 4, `�y, DATE: 12/18/2015 the overall structure lathe responsiM of the d Zsimpadcontinuous ahgigorstenlbldngreuiredod herescun4ng(7C)andlor erywall(Bc>. � RRI�-•` Nr building designer. 3.2a Imp.a bridging or lateral bracing required where dawn,, SEQ.: 1<1608495 4.No bad should be applied to any component until alter all bracing and 4.Installation of Miss Is the responsibility of Ma respective contractor. fasteners are compete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and assumes bearing ftere r«•dry condition.of use. 5.CompuTsa has no control over and assumes no responsibility for the e.Designbearing at all supports shown.shim or wedge if EXPIRES: 12/31/2015 fabrication,handling, installation ng.�Ipm. and of components. 7.Design assumes adequate drainage is provided. December 18,2015 a.This design Is furnished subject to the limitations set forth by B.Platy shag be bated on both races of truss,and placed so their anter TPBWTCA In SCSI,copies of which will be furnished upon request tines coincide with(ant anter Rtes. Weft USA,IncJCq uTrus Software 7.6.7-SP2 1 L B.Digits indicate see of plate b inches. ( )'E 15.For basis connector plate design values see ESR-1311,ESR-t988(MITek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 ; TC: 2x9 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 70 2-4=(0) 0 BC: 2x9 KDDF #1SBTR SPACED 29.0" O.C. 2-3=(-72) 28 TC LATERAL SUPPORT <= 12^OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 19.3" 0.0" TOTAL LOAD= 92.0 PSF 0'- 0.0" -98/ 431V 0/ 46H 5.50" 0.69 KDDF ( 625) 1'- 10.9" -49/ 53V 0/ OH 1.50" 0.08 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 33V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR SOPSF 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 LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" 1-11-11 MAX TC PANEL LL DEFL = 0.004" @ 1'- 0.8" Allowed = 0.086" f ,r MAX BC PANEL TL DEFL = 0.007" @ 1'- 9.2" Allowed = 0.193" MAX BC PANEL TL DEFL = -0.006" @ 1'- 12.0" Allowed = 0.193" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 5.00 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=l5ft, 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 in the plane of the truss only. , o0 NA v ti o o 2 ��9 1 M-3x9 b y y 1-07-04 9-00 (PROVIDE FULL BEARING;Jts:2,3,4 I <��E� P R OFFss ,,...,,, ONGI NEFR /02 L' 89200PE 9r JOB NAME : WESTWOOD PL2781-A HOGGANS PARK - HJ1 Scale: 0.6928 WARNINGS: GENERAL NOTES, unlessotherwbe noted: ill et' Truss: HJ1 1.Builder and erection contractor should a advised of all General Notes 1.This design is based only upon the parameters shown and Is bran mdlvwual '7 ".OREGON �� and Warnings before mnatrudbn commences, butidng component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown.. incorporation orcemponent is m.responsibility of asldbg designer. /O qY 14, 200 } 3.Additional temporary Racing to Insure atabi09 during construction 2.Design aromas the top end bosom chords w be laterally braced at �� Is the responsibility of the erector.Additional permanent bracing of o o.e and at ea o.c.respedNey oder braced Throughout maty length by DATE: 12/18/2015 the overall structure b the responsibility of the bunco dZ9 Impact sheathing such aencng red meed where a oss o drywan(Bc). McR R I L` re designer. 3.In Impao hof Rusing or there)bracing required to whpre tive co h•e SEQ.• K1608996 4.No wadahouleceappliedw.rycemporrontunnlarter.nbiadneand 4.Inahltatlonorwssisthere.pccewnlryormere.peab.cemrector. • fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive enamrenent, TRANS I D: LINK design lads be applied to any component. and ere for%try condition"of use. 5.Compurms has no control over and assumes no responsibility for the Shim Deegn.ramr fag bearing at all reports shown.Shim 4r wedge it EXPIRES: 12/31/2015 fabrication,handling.shipment and installation of components. 7.Designassumr adequate drainage b provided. December 18,2015 6.This design is furnished subject to the limitations set With by 8.Plates shun be located on both faces of truss.and placed r their center TPI/WECA in SCSI.copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate etre of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-7908(MITek) This 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 e TC: 2x9 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1-2=( O) 70 2-4=(0) 0 BC: 2x9 KDDF #15BTR SPACED 29.0" O.C. 2-3=(-66) 27 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 19.3" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -B7/ 937V -3/ 69H 5.50" 0.70 KDDF ( 625) 3'- 9.2" 0/ 47V 0/ OH 5.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -43/ 102V 0/ OH 1.50" 0.16 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. I,, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 MAX LL DEFL = 0.017" @ -1'- 7.3" Allowed = 0.160" MAX TL CREEP DEFL = -0.018" @ -1'- 7.3" Allowed = 0.214" MAX TC PANEL LL DEFL = 0.017" @ 2'- 5.2" Allowed = 0.231" MAX TC PANEL TL DEFL = 0.016" @ 2'- 5.2" Allowed = 0.396" 3-11-11 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: 190 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 --t load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. ti N � NI O -/ 2 4 1A 1 M-3x4 l l y 1-07-04 4-00 'PROVIDE FULL BEARING;Jts:2,4,3 0NGINE. SAO 89200PE• JOB NAME : WESTWOOD PL2781-A HOGGANS PARK - HJ2 • Scale: 0.6910driar ��'• WARNINGS: GENERAL NOTES, unlessonoted: 0_ ON Truss: HJ2 1.Builder and erection contractor Mould be advised of all General Notes 1.This design N based only upon theme parpariameters shown and Is for an Individual y�. and Warnings before construction commences. building component.Applicability of design parameters and proper G 2.2x4 compression web baring must be installed where shown.. Incorporation of component Is the reaponNdlity of the building designer. 3.Additional temporary bracing to Insure stability doing construction 2.Design assumes the top and bottom chords to be laterally braced at / 1 4, �� A Is the reeponeldlay of the erector.Additional permanent baring of 7 o.s.and at ICYea on respectively unless braced throughout their length by Qs` DATE: 12/18/2015 the overall shulureis the responsibility of IM bukAngdeNBner. 3.9lIra contingbrigthg org aterh abacwg re uire where sownsdrywall(BC). �SRI�� Impact bridging to lateral responsibility required where shown e n SEQ.: K 1 60 8 4 9 7 4.No load Mould be applied to any component until alter all daring and 4.Installation of truss is the responsibility of the respective contractor. fasteners are compete end at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design Nada be applied toany component. dna are for•dry condition.of use. 5.CompuTns has no control over and assumes no responsibility for the 6.Design sesames full bearing et all M supports own.Shim or wedge If EXPIRES: 12/31/2015 necessary. fabrication.handling.shipment end installation of components. 7.Design assumes adequate drainage is provided. December 18,2015 8.This design is furnished subject to the limitation sly forth by B.Plates shall be located on both faces of truss and paced so their center TPIANTCA In SCSI,copies of which will be furnished upon request lines coincide with Joint center lines. g.Diggs indicate size of plate in inches. MITek USA,InniCompoTrus Software 7.6.7-SP2(1 L).E 10.For basin connector pate design values see ESR-1311,ESR-1g88(MITek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 2'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 a TC: 2x4 KDDF#1fiBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 70 2-4=(0) 0 BC: 2x4 KDDF#1&BTR 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 DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 19.3" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -104/ 432V -1/ 52H 5.50" 0.69 KDDF ( 625) 2'- 3.2" -44/ 33V 0/ OH 5.50" 0.05 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 6.0" -25/ 58V 0/ OH 1.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5.00 D BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.017" @ -1'- 7.3" Allowed = 0.160" MAX TL CREEP DEFL = -0.018" @ -1'- 7.3" Allowed - 0.214" MAX BC PANEL LL DEFL = 0.004" @ 1'- 2.6" Allowed = 0.070" MAX BC PANEL TL DEFL = 0.004" @ 1'- 2.6" Allowed = 0.093" MAX HORIZ. LL DEFL = -0.000" @ 2'- 5.2" MAX HORIZ. TL DEFL = -0.000" @ 2'- 5.2" 3 -I 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, (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Al m o Truss designed for wind loads I in the plane of the truss only. c 0 - 0 0 0 2\/I 4->.<1 /I M-3x4 J' J' l 1-07-04 2-06 'PROVIDE FULL BEARING;Jts:2,4,3 I ��ED PA OPec, ,cis. �NGIN,E'FR /6�9 $9200PE r JOB NAME : WESTWOOD PL2781-A HOGGANS PARK - HJ3411."(g5,....."______, Scale: 0.9416 WARNINGS: GENERAL NOTES. unless otherwise noted: "y OREGON �a- Truss: H J3 1.Bullar and erection contractor should be advised of all General Notes 1.This design b based only upon the parameters shown and Is bran individual and Warnings before construction commences. building component.ARIA:Wilily of design parameters and proper 426'‘.7,1 A V` /` 2.2a4 compression web bracing must be Installed where shown a, Incorporation of component Is Me responsibility of the building designer. ly ` 1 3.Additional temporary bracing to Insure stability daring construction 2.Design assumes the top and bottom chords to be bterelly braced an "�4,t (.� T b the responsibility of Me erector.Additional permanent bracing of s o.a and at ea o.c.each a.plywoodly a braced throughout their length by ,xi .k- 2. : 12/18/2015 the serail structure is the responsibility of the building designer. continuous sheathing sus as sheaming(TC)and%or tlrywall(BC). MSR R I i..\- v 3.2r Impact bridging or lateral bracing required where shown+• SEQ.: °i 6 0 8 4 9 8 4.No bad should be applied to any compliant ural alter al braalg and 4.Installation of buss is reresponsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses an to be used In a non-corrosive environment, design bads be applied to any component. and are for-dry Condition'of use. TRANS I D: LINK s.compuTms has no control oder and..saran no responsibility for a 8.Design assumes full bearing at al supports shown.Shim or wedge if EXPIRES: 12/31/2015 fabrication,handling,shipment and halelaSon of components. 7_Design aneumes adequate drainage Is prodded. December 18,2015 S.This design is furnished subject to Na limitations set forth by S.Plates shall be located on both faces of buss,and placed so their center TPN'TCA In SCSI,wpbs of which will be furnished upon request. lines coincide with joint anter Ides. B.Digits Intliate site of plate in Inches. MITek USA,InciCompuTrus Software 7.6.7-SP2(1 L).E 10.For asci connector plate design values roe ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" TC: 2x9 KDDF #16BTR IBC 2012 MAX MEMBER FORCES F/Cq=1.00 e LOAD DURATION INCREASE = 1.15 1-2=( 0) 70 2-4=(0 2-4=(0) 0 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-63) 15 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 19.3" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -120/ 458V 0/ 96H 5.50" 0.73 KDDF ( 625) 1'- 9.2" -78/ 91V 0/ OH 5.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -31/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.017" @ -1'- 7.3" Allowed = 0.160" MAX TL CREEP DEFL = -0.018" @ -1'- 7.3" Allowed = 0.214" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.045" MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed - 0.059" 1-11-11 T f MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 12 5.00 p Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 3 - 0 L N O O c � N 0 I 2 4�� -/ 1 M-3x4 * l * 1-07-04 2-00 'PROVIDE FULL BEARING;Jts:2,4,3 I ��ED NP R Op&.,s ��5 � GIN�FR /w 2 ,' :9200P �v JOB NAME : WESTWOOD PL2781-A HOGGANS PARK - HSJ1 �� Scale: 0.6894 : /� WARNINGS: GENERAL NOTES, unless otherwise noted: t♦ [}"� Truss: HSJ1 t.ewlds:and ereawncontreaorrwaabeadveaaaatGenerelNotes f.Tnkdesign abeeaaonyupon the wremeessnownand sroranmaaaal y OREGON !(j` 2.aand Warnings before construction commences building component.Applicability of design parameters and proper s compression web bracing roam be Instswa where.pawn.. incorporation of component Is me reeponsibillry of the baldkg designer. G/ '9 Y �Q'�D --lam 3.Addmonal Temporary bracing to Insure stability during construction z.Design assumes the fop and bottom chords to throughout braced at Is the responsibility of the erector.Additional permanent bracing or z o.c.and.t t a o.c.Bach as ay unless s braced mmr length). 14+ �Q, DATE: 12/18/2015 me overall structure a the resporreiMlay Orme building designer. continuous sheathing such as plywood sheathing(TC)andror drywan(IaC). 4,`-R R10- DATE: 10- 3.ar Impact bridging or lateral bracing required where shown.. SEQ.: 8(160 8 5 0 0 4.No load should be applied to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment.TRANS ID: LINK design wr ads be applied to any component. and are for condition.of use. 5.CompoTrua has no control over and assumes no responsibility for the 6.Desiassumes NII bearing at all supports shown.Shim or wedge I/ EXPIRES: 12/31/2015 fabrication.hanaing,shipment and installation of components. mammy. T.Design h"ameaadedaon drainage�°ress,dded. December 18,2015 S.Thb design is furnished subject to the limitations rt by 8.Plates shall a located on both faces of truss,and placed an their canter TPINOfCA in SCSI,copies of which will be furnished upon request. lams coincide with joint center lines. MiTek USA,Inc./Com uTlua Software 7.6.7-SP2 1 L E 9.Dias Maude size of plate in inches. p ( )- to.For basic connector plate design valuesaee ESR-1311.ESR-f 988(MTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.2" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 e TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 70 2-4=(0) BC: 2x9 KDDF#1&BTR SPACED 24.0" O.C. 2-3=(-63) 25 ( ) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 19.3" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -113/ 466V -3/ 68H 5.50" 0.75 KDDF ( 625) 1'- 9.2" -67/ 56V 0/ OH 5.50" 0.09 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.2" -92/ 91V 0/ OH 1.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 12 MAX LL DEFL = 0.017" @ -1'- 7.3" Allowed = 0.160" MAX TL CREEP DEFL = -0.018" @ -1'- 7.3" Allowed = 0.219" 5.00 p MAX TC PANEL LL DEFL = 0.003" @ 1'- 9.8" Allowed = 0.222" MAX TC PANEL TL DEFL = 0.003" @ 1'- 3.9" Allowed = 0.332" MAX HORIZ. LL DEFL = -0.000" @ 3'- 9.4" MAX HORIZ. TL DEFL = -0.000" @ 3'- 9.4" 3 Design conforms to main windforce-resisting system and components and cladding criteria. /' Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, N Truss designed for wind loads o in the plane of the truss only. ti ti o mNI o 2' 9 1 M-3x9 l y y y 1-07-09 2-00 1-10-03 !PROVIDE FULL BEARING;Jts:2,4,3 I ,c�tiD P taGI A Of ''d 2 „„_`4.4 :9200PE 9r JOB NAME : WESTWOOD PL2781-A HOGGANS PARK - HSJ2 ��'-� Scale: 0.7495 . talar W 1.Bulkier GENERAL NOTES, unless o ise parameters �� OREGON �4, Truss: HSJ2 I.end a°.and a beforeocomreaor should be advised or all General Notes 1.bed ing co is bested only upon the parameters anown and is for an individual and wamrgs construction commences. budding component.Apgkabwlty of design parameters and proper `' 2,254 compression web bracing must be installed where shown.. Incorporation ofcomponem is the responsibility of building designer. .9/ 0� 3.Additional temporary bracing to insure stabimy during cona5udtion 2.Design assumes the top end bottom chords to be laterally braced m (. (.y� lathe responsibility of me erector.Additional permanent breang of 2 o.c.and at 1lr o.c.respectively unless braced throughout their bright by O ' 44,A,,-1- 2. 1`_ DATE: 12/18/2015 the overall structure Is the responsibility of the bulbi a continuous sheathing such as plywood aheamkg(TC)anmor arywall(BC). p v ng designer. 3.cele impact bridging or lateral bracing required where Brown.. �rl R`L - SEQ.: K 16 0 8 5 O 1 4.No bad should be applied to any component until atter all brackg and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bade greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for'dry condition.of use. 5.Compurrus has no control over and assumes no reaponaibiAly for the 8.Design sesames full bearingail supports shown.Shim or wedge if EXPIRES: 12/31/2015 abiwSos.hesdyng,shipment dna installation of components. netsesry. '. adequateDesign assumesothae is provided. December 18,2015 5.This design aNmlarod shipment n in limitations set component. by S.Plates shall be located oboth faces of bun,and placed so their ceder TPIM/TCA to SCSI,copies of which will be furnished upon request. lines coincide wah Jbis canter lines. 9.Dgas indicate size of plate in inches. MiTek USA,InciCompuTrus Software 7.6.7-SP2(1L)-E 10.For basic connector plate design values rte ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(0) 63 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(0) 135 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -145/ 254V -10/ 48H 5.50" 0.41 KDDF ( 625) 1'- 1.8" -70/ 220V 0/ OH 1.50" 0.35 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) B'- 0.0" 0/ 63V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.001" @ 0'- 9.0" Allowed = 0.053" MAX TC PANEL TL DEFL = -0.001" @ 0'- 9.3" Allowed = 0.079" MAX BC PANEL LL DEFL = 0.009" @ 3'- 6.6" Allowed = 0.354" MAX BC PANEL IL DEFL = -0.071" @ 4'- 8.2" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.000" @ 1'- 1.8" 1-02-09 MAX HORIZ. TL DEFL = 0.000" @ 1'- 1.8" T T 12 Design conforms to main windforce-resisting 8.00 177 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, Truss designed for wind loads in the plane of the truss only. 3 fn , N r , i I ti a , 2X Y4 1 M-3x4 1 1 y 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 1 8-00 (<? .21'21 P R OfFss /9#'NEF9 /�2 89200PE 9r' JOB NAME : WESTWOOD PL2781-A HOGGANS PARK - Jl ,rA /-./. Scale: 0.6251 WARNINGS: GENERAL NOTES, unless srorwlae noted © OREGON �'G/ . A. 1Builder and erection contractor Mould be advised or all General Notes 1.This design i based only upon the parameters shown and is for an Individual a�. Truss: J1 and Wambgs before conatrudion commences. building component.Applic•WNy of design parameters and proper �/ 1\N 2.2x4 compression web bracing must be installed where Mown o. NKorporetlon of component te the responstdRy of the building desioner. i••• 1\q n �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 4 4O lathe responsibility of the erector.Additional permanent bracing or 22 o.°.and at 10.o.°.respectively unless braced throughout their length by conDATE: 12/18/2015 the overall structure la the resposibility of the bulsong designer. 3.2.!mood bridgingor lateral such bracs ing required where ehown s a• rywag(Bc). "•!�L7 p'1 SEQ.: K 1 6 0 8 5 0 2 4.No bad Mould be applied to any component until alter all bracing and 4.Installation of trues i the responsibility of the respective contractor. �l!l L fasteners are complete and at no time should any bads greater than 5.Design assumes be....are to be used Ina non-corrosive environment, TRANS I D: LINK design loads be applied to any component, and are for'dry condition.of use. 5.Com WTrus has no control over and assumes no responsibility brtM B.Design assumes full bearing m°^aupp4da Mown.B^Inter midge if EXPIRES: 12/31/2015 fabrication,handing.Mipment and installation of emmponenb. 7.Design apumas adequate drainage isprovkled. December 18,2015 8.TN,design ie famished sub)ed to the limitations eat forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINVTCA In SCSI,copies of which will be furnished upon request. lines coincide with lam center lines. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 10.Digits a�idm made opl plateoInInches.vel plate tin value sea ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 8•- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 ~ TC: 2x4 KDDF#14BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-40) 66 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -48/ 305V -19/ 73H 5.50" 0.49 KDDF ( 625) 2'- 4.8" -159/ 148V 0/ OH 1.50" 0.24 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 65V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100'• MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.003" @ 1'- 5.2" Allowed = 0.154" MAX TC PANEL TL DEFL = -0.011" @ 1'- 4.2" Allowed = 0.231" MAX BC PANEL LL DEFL = 0.012" @ 3'- 6.6" Allowed = 0.354" MAX BC PANEL TL DEFL = -0.083" @ 4'- 4.8" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.000" @ 2'- 4.8" 2-05-09 MAX HORIZ. TL DEFL = 0.000" @ 2'- 4.8" I I 12 Design conforms to main windforce-resisting 8.00 1 system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 3 Truss designed for wind loads in the plane of the truss only. m 0 0 0 I N o /- 0 m o 0 1 ►'4 -/ M-3x4 l y y 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 1 8-00 ,e�ED P R OFFss �CS5 �GIN��R QO2 89200PE 9I- JOB NAME : WESTWOOD PL2781-A HOGGANS PARK - J2 Scale: 0.5751 / - w.Builder GENERAL.ThNdesignNOTES, uderahhnvfee param parameters ""OREGON 0 Truss: J2 I.BUlder and s before contractor should be advised&all General Notes 1.This design*based only upon the parameters shown and*tor an btlNitlual 'll A and Warnings construction commences. building component.Applicability of design parameters and proper 2.214 compression web bracing must be Installed where shown s. incaryoretlon of component Is the responsibility Orme building deNgner. /a '1)'' 14, (y 0\ 3.Additional temporary bracag to insure stability during construction 2.Design assumes the top and bottom dorms to be*Wrathy braced at (. �� 2 o.c.and at 70 oo.respectively unless braced throughout their length by p is the reaponeibilgy of the erector.Additional permanent bracing of continuous bridging sheathing such as plywood sheathing(TC)andiron drywall(BC). -R R I 1.-‘,DATE: 12/18/2015 the overall etruaure la the responsibility or the building designer. 3.21t Impact bridgingg or neral bracing required where shown i it SEQ.: K1608503 4.No bad should be applied to any component until eller ail bracing and 4.InYellaibnamssismeroeponenAXyofthereapedveconbacor. fasteners are complete arra at no time should any loads greater man 5.Design assumes tomes are to be used In a non-corrosive environment, TRANS I D: LINK design bads be applied to any component. end aro for'dry condition•of use. 5.CompuTrus has no control over and assumes no responsibility for the G.Design assumes aril bearing at all supports shown.Shim or wedge It EXPIRES: 12/31/2015 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. December 1 8,201 5 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both fads of truss,and placed so their center TPIM/TCA In SCSI,copies&which will be furnished upon request Ines coincide with joint center lines. 9.Digits indicate she of plate In Inches. MTek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values sea ESR-1311,ES12-1988(MITek) 1 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 8-00-00 MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=( 0) 63 2-5=(-183) 577 5-3=(-124) 196 BC: 2x9 KDDF#1&BTR 2-3=(-775) 199 5-6=( -38) 58 5-4=(-169) 617 WEBS: 2x9 KDDF STAND LOADING 3-9=(-582) 186 4-6=(-609) 297 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT 29"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 3'- 8.9" V BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 3'- 8.9" TO 8'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC UNIF LL( 0.0)+DL( 40.0)= 90.0 PLF 0`- 0.0" TO 8'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -172/ 799V -46/ 96H 5.50" 1.20 KDDF ( 625) NOTE: 2x9 BRACING AT 29"OC UON. FOR TC CONC LL( 155.8)+DL( 43.6)= 199.9 LBS @ 3'- 8.9" 8'- 0.0" -253/ 684V 0/ OH 5.50" 1.09 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 0.0" ICONS. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" ** For hanger specs. - See approved plans MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.013" @ 3'- 9.5" Allowed = 0.354" MAX TL CREEP DEFL = -0.023" @ 3'- 9.5" Allowed = 0.972" 3-08-09 4-03-07 -r 4199.40# '1' MAX HORIZ. LL DEFL = -0.002" @ 7'- 10.3" MAX HORIZ. TL DEFL = 0.003" @ 7'- 10.3" 12 8.00 ' M-4x6 Design conforms to main windforce-resisting 3 M-3x4 system and components and cladding criteria. 4 Wind: 190 mph, h=20.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 0N (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f 11 load duration factor=1.6, End vertical(s) are exposed to wind, o ,- Al11111111111 Truss designed for wind loads in the plane of the truss only. 0 O N a l 5 ** 6 O 1 M-3x4 M-3x6 M-1.5x3 Si, )' l 3-08-04 4-03-12 k- Si. l 1-00 8-00 4 /; C' PaapFss mac= ,.\-- NEF9 X02 4' 89200PE 9 JOB NAME : WESTWOOD PL2781-A HOGGANS PARK - J3 /� . Scale: 0.5626 -� .�r WARNINGS: GENERAL NOTES, unless°tenwlse noted: in OREGON �� I.Bulkier and erection contractor should be advised of all General Notes 1.This design N based only upon the parameters shown and Is for an individual s.,, Truss: J3 and Warnings before construction commences. building component.Applicability of design parameters and proper t•,,,+ 2f' -(-.--% ` 2.2.4 compression web bracing must be Installed where shown*. incorporation of component Is Me responsibility of me bulNlinp designer. �/'� Y 1 A, 2.(:).‘ 3.Additional temporary bracing to Inure stability during construction 2.Design assumes tits lop and bottom chords to he laterally braced st Ll 't Q b the respor.idNy al me erector.Additional permanent bracing of o hee o.e.and H o.c.respectively s braved throughout their length by continuous sheathing each as plywood sheathing(TC)and/or drywall(BC). -R Ft '1 1 DATE: 12/18/2015 me overall structure te the reeporwibilty of the building designer. 3.dr Impact bMgbg or lateral bracing required where slaw"++ Ill l � SEQ.: Ki6 0 8 5 0 4 4.No bad should be applied to any component until alter all bracing and 4.Installation of truss h the responsibility of the respective contractor. fasteners are complete and at no time shook!any loads greater than 5.Design assumes trusses are to be used In a non-corro&We environment, TRANS ID• LINK design loads be applied to any component. anaareror dry conditionoram. 5.Compullus has no control over and assumes no responalbNty for the B. ^assumes full beating at a"supports mown.Shim°r wedge It EXPIRES: 12/31/2015 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage N prodded. December 18,2015 8.Thio design Is furnished subject to the Nm/atbns set form by 8.Plates shall be located on both faces of truss,and placed so their center TPIANTCA In SCSI.copies of which Mull be furnished upon request. Ides coincide sEh joint center lines. 9.Digits indicate she of plate In inches. MiTek USA,Inc1Coe uTrus Software 7.6.7(1L}E 10.For beak connector plate design values see ESR-t311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 8•- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 f TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0'• O.C. 2-3=(-93) 85 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -32/ 390V -38/ 125H 5.50" 0.62 KDDF ( 625) 9'- 10.8" -154/ 171V 0/ OH 1.50" 0.27 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. !COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0•- 0.0" Allowed = 0.129" MAX TC PANEL LL DEFL = -0.040" @ 2'- 10.2" Allowed = 0.355" MAX BC PANEL TL DEFL = -0.131" @ 9'- 1.9" Allowed = 0.472" MAX BC PANEL TL DEFL - -0.015" @ 9'- 11.6" Allowed - 0.972" 4-11-09 MAX HORIZ. LL DEFL = -0.001" @ 4'- 10.8" f f MAX HORIZ. TL DEFL = 0.001" @ 4'- 10.8" 12 8.00 17 3 Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. stn 0 0 m r o f- c r0 00344 o M-3x4 b l y 1-00 PROVIDE FULL BEARING;Sts:2,3,9 1 8-00 �k,�°0 P R Opts �N5 �'NG I N EER /� 2 �� 89200PE 9r JOB NAME : WESTWOOD PL2781-A HOGGANS PARK - J4 Scale: 0.5251 .....400,1000,!g _ WI.Botd08: O.This design unless on tise parameters 11.proper �/ , OREGON �tr Truss: J4 1.and W me erection construction cod be advised or an General Nobe buil i g co p nerd pp upon ythe p parameters meter.n is for an individual 7v • and Warnings before comtnction commences building component.ApplkabllHy of design paremeten aha 2.2a4 compression web bradng must be installed where shown nwrporeMn orcomponslt 1:the responstallry or Me building designer. / .e�t� 41 `Y 3.Addtianal temporary bracng to Insure stebAtiy during construction 2.Design assumes ill top bottom unlass fon b be laterally at O 14, (� b the reep000lbdty of the erector.Additional permanent bracing of T o.c.and at as10 o.c.respectivelypIl rood a braced(TC)an throughout their length by �`' DATE: 12/18/2015 Ms overall strucure la the recontnuous Nraegng such as plywood sheathing(TC)and%or drywalk6C). 4, •tj o I`k- responsibility of Me buedng designer. 3.2r Impact bridging or lateral bracing required where shown.. al n SEQ.: '160 8 5 0 5 4.No bad should be applied to any componem until after ail bracing and 4.Installation or bum is the responsibility of Me respect/.contractor. fasteners ere complete and at no time should any bads greater than 5.Design assumes trusses are to be mad in a non-corrosive environment, TRANS ID: LINK design mads be applied to any component. and aref«Trycondma of use. 5.CompoT,nbitty for the e.Design assumes full bearing at an supports strewn.seam or wedge if e hes no control over and assumes no reeponsiEXPIRES: 12/31/2015 fabrication,handling shipment and installation of components. 7.Design assumes adequate drainage is provided December 18,2015 6.This dodge Is furnished subject to the Nmtiations eat forth by 8.Plates shall be located on both feces of Inns,and placed no their center TPINVTCA in SCSI,copies of which will be furnished upon request. hones eonoide with Joint center lines. 9.Digits Indicate size of plate Cr Inches. MiTek USA,Inc./CompuTfus Software 7.6.7-SP20 LYE 10.For basic connector plate design/alum see ESR-1311.ESR-1968(Web) This design prepared from computer input by J PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-4=(0) 0 BC: 2x4 KDDF #14BTR SPACED 24.0" O.C. 2-3=(-119) 100 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 429V -48/ 151H 5.50" 0.69 KDDF ( 625) 6'- 1.8" -140/ 190V 0/ OH 1.50" 0.30 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 85V 0/ OH 5.50" 0.14 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.066" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.089" 6-02-09 MAX TC PANEL LL DEFL = 0.138" @ 3'- 3.6" Allowed = 0.455" T 1 MAX BC PANEL TL DEFL = -0.157" @ 4'- 1.4" Allowed = 0.472" 3 MAX HORIZ. LL DEFL = -0.001" @ 6'- 1.8" MAX HORIZ. TL DEFL = -0.001" @ 6'- 1.8" 12 8.00 0 I Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads m in the plane of the truss only. 0 m . /- I f I I II 2►� ��4 -, 0 1 M-3x4 l . y 1-00 'PROVIDE FULL BEARING:Jts:2,3,4 I 8-00 .\c( ' ' P R OF�ss 41,1 -7 , ,,co, 1GI NEF9 /o1•• 'CC' 89200PE r JOB NAME : WESTWOOD PL2781-A HOGGANS PARK - J5 7,45.01" Scale: 0.5126 iii. WARNINGS: GENERAL NOTES, unlace otherMse noted: 10. Cr Truss: J5 1.Builder end erection contractor should be advised of all General Notes 1.This design A based only upon the pammetela shown and Is for an lnmwduel -7 , OREGON �d j and wamags before construction commences. building component.Appwebaly of design parameters and proper 2.2x4 compression web bracing must be installed where shown o. Incorporation ofcompon m to me responsibility of me building Bergner. 'O q l� 14, 4' C ` 1 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tip and bottom chorda a its laterally bread at / (�T A the reeponsioilXy of the erector.Additional permanent tracing of continuous o.o.and at to o.c.respectrey unless braced throughout their length by �`_ DATE: 12/18/2 015 the overall structure a the responsbiliy of me buadirg designer. 3. rm a b sheathing sten as plywood tired where r e ander drywan(Be). � �R'L` Impact glop or the bracing required respe showo t SEQ.• K1608506 4.No sadshould baapp9aaa.mcompolromuntn.for.abreaneand 4.Inst.lalbnmhuasatherespombalyorm.reap.ctiv.conbaaor. fasteners are complete and at no time should any loads greater than S.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 r'dry condion•of use. 5.CompuTrns has no control over and assumes no responsibility for the 6.Design assumes full baadnp at all supports shown.Shim or wedge if EXPIRES: 12/31/2015 fabrication,handling,shipment and insulation of components. mammy '.Plates IMO bemes Boaedon drainage aprovided.nao, December 18,2015 B.This design is furnished wq.ra the nmkatione set forth by B.Plates IMO located on both�eesra,as,and placed so their center TPIANTCA in SCSI,copies of which will be furnished upon request. Anes coincide with joint center lines. 9.Digits indicate sae of pate in inches. MITek USA,Inc/CompuTres Software 7.6.7-SP2(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) This design prepared from computer input by 4- PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-4=(0) 0 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2-3=(-146) 117 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -38/ 466V -58/ 177H 5.50" 0.75 KDDF ( 625) 7'- 4.8" -124/ 209V 0/ OH 1.50" 0.33 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 97V 0/ OH 5.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.004" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.005" 7-05-09 MAX TC PANEL LL DEFL = 0.282" @ 4'- 5.5" Allowed = 0.555" MAX TC PANEL TL DEFL = -0.312" @ 4'- 2.6" Allowed = 0.833" 3 MAX HORIZ. LL DEFL = -0.001" @ 7'- 4.8" MAX HORIZ. TL DEFL = -0.001" @ 7'- 4.8" � 12 �) 8.00 F77 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. "7 T mitZ0 *m304M-3x4 y y y 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 18-00 ED ROF C��co- GI NEFR ia, `` 89200PE 9r JOB NAME : WESTWOOD PL2781-A HOGGANS PARK - J6 414411111",- Scale: 0.4636 WARNNIGS: GENERAL NOTES, uniessotherwb noted: © OREGON lv� TrussJ 6 1.Builder and erection conheaor should be advised of all General Notes 1.Thio design is based only upon the parameters shown ad b for an individual w • and Warningsbefore construction commences. building component.Applicability of design parameters and paper G \l" 2.m4 compression web bracing must be instated where shown.. incorporation of component Is the responsibility of the balding designer. /h Y (a O �� 3.Additional tem bracingto insure stability during construction 2.Design assumes the top and bosom chords to he laterally braced eat n V 1 r L temporary 2 cc.and at 10 o.c.respectively unless braced throughout their length by ts the responsibility of the erector.Additional permanent bredng of continuous sheathing such as plywood sheathing(TC)and/or Mywall(BC). R R I�� DATE: 12/18/2015 the overall structure Is the responsibility or the bantling designer. G 91 Impact bridging or lateral bredng requked where shown++ SEQ.: Ki60 8 5 0 7 4.No bad should be applied to.y component until alter.N bracing and 4.Installation of trues is the responsibility of the respective contractor. fasteners are compete and at no time should any beds greater than 5.Design assumes trusses are to be used in a non-conoske environment, TRANS I D: LINK design bade be applied to any component. and are ler•dry condmon•of use. 5.Compurrus has no control over and assumes no respowibiely for the 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2015 fabrication,handling,shipment and Installation of components. 5. '.Design°ry assumes adequatedrainage b" December 18,2015This design is furnished sated b me limitations wet bra by aPlates Mall be located on both 1.w.s of buss,and paved o cows sumer TPIMTCA In SCSI.copies of which will be furnished upon request. Isms coincide wkh joint venter 9.Digits indicate ate of plate M Inches. MiTek USA,InciCompuTnts Software 7.6.7-SP2(1 L)-E 10.For basic connector pate design values sae ESR-1311,ESR-1088(MTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-162) 128 3-9=( -95) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 8.6" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -94/ 977V -65/ 211H 5.50" 0.76 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 160V 0/ OH 5.50" 0.26 KDDF ( 625) 8'- 0.0" -162/ 298V 0/ OH 1.50" 0.38 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. 4 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 = -0.001" @ 8'- 8.6" Allowed = 0.071" MAX TL CREEP DEFL = -0.001" @ B'- 8.6" Allowed = 0.095" MAX TC PANEL LL DEFL = 0.388" @ 4'- 9.2" Allowed = 0.598" 7 -" MAX TC PANEL TL DEFL = -0.410" @ 4'- 6.1" Allowed = 0.897" MAX HORIZ. LL DEFL = -0.002" @ 7'- 11.2" MAX HORIZ. TL DEFL = -0.002" @ 7'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. l b b l 1-00 (PROVIDE FULL BEARING;Jts:2,5,3 8-00 0-08-09 9`0° PR°FRSs 0NGI NE.F'9 °2 (t" 89200PE 9r JOB NAME : WESTWOOD PL2781-A HOGGANS PARK - J7 Scale: 0.4779 WARNINGS: GENERAL NOTES, unlesothenvise noted: le CC 1.Builder and erection contractor should be advised of all General Notes 1.This design Is bawd only upon the parameters shown end Is for an Individual 40.OREGON � Truss: J7 and Waminga before conduction commences. building component.Applicability of design parameters and proper 94- 2.204 compression web bracing moat be installed where shown.. Incorporation of component is the responsibility of the building designer. � -/)" 141 ?. 3.Additional temporary bracing to insure atabiley during construction 2.Design assumes the top and ceybottnn dards to be throughout braced at (� b me responsibility of the erector.Additional permanent bracing of 7 o.c.and at 12 o.c.respectively unless braced their length by continuous sheathing such as plywood sheathing(7C)and/or drywall/BC).DATE: 12/18/2015 MFR R I�.-�" the overall structure Is the responsibility of the building designer. 3.3 Impact bridging or lateral bredng required where shown. SEQ.: K].60 8 5 0 8 4.No load should be applied to any component until after all bracing and 4,installation of truss is the responsibd ly of be respective contredor. fasteners are compete end at no time should any loads greeter than 5.Design assumes trussesare to be used in.non-corrosive environment. TRANS I D: LINK design bads be applied to any component. and are fr"dry condleon•of use. 5.CompuTrus has no control over and assumes no responsibility for the 8. .ry.aumee roll bsedng at all supports shown.Shim or wades ifassumesEXPIRES: 12/31/2015 neammfabrication,handling,shipment and lnsislk6on of component. 7.Design assumes adequate drainage is provided. December 18,2015 8.This design is furnished sb)ad to the limitations set forth by 8.Plates shall be located on both feces of hues,and placed se thetr center TPI/WTCA In SCSI,copies of which will be furnished upon request. rotes coincide with joint center lines. MiTek USA,InciCompuTrus Software 7.6.7-SP2(1 L)E 70 Digitsasic w�eaeopat de ign values sign vafoes se ESR-1311,ESR-1988(MiTek) 1 P7 This design prepared from computer input by ! PACIFIC LUMBER: Larry M r LUMBER SPECIFICATIONS TRUSS SPAN 3'- 2.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #13BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 70 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-59) 21 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 19.3" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -128/ 460V -2/ 65H 5.50" 0.74 KDDF ( 625) 1'- 9.2" -78/ 42V 0/ OH 5.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 2.2" -34/ 74V 0/ OH 1.50" 0.12 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 12 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 5.00 1:7 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 = 0.003" @ 1'- 1.5" Allowed = 0.179" MAX TC PANEL TL DEFL = 0.003" @ 1'- 0.2" Allowed = 0.269" MAX HORIZ. LL DEFL = -0.000" @ 3'- 1.4" MAX HORIZ. TL DEFL = -0.000" @ 3'- 1.4" 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o Truss designed far wind loads I in the plane of the truss only. o 0 41 r /- o 0 I o Ell o 2 q -! 1 M-3x9 b b l 1-07-04 2-00 1-02-03 'PROVIDE FULL BEARING:Jts:2,4,3 I cositZ) PROP-ex, Qac' �NGINEc9 �0?9 89200PE r' JOB NAME : WESTWOOD PL2781-A HOGGANS PARK - SJ1 Scale: 0.8214 '� � MI.Builder GENERAL1. bdabg is unless yupo theparerwise noete: Ti. REGON �iV� I.Bultoer end erection contractor should be advised of all General Notes 1.This design b bnsstl only upon parameters shown and la bran individual J41w_ Truss: S J1 and Warnings before construction commences. building component.Applicability of design parameters and proper A N l 2.2x4 compression web bracing must be installed where shown•. Incorporation of component Is to responsiality of to building designer. /O '47)'' , 2 0� ��a.. 3.Additional temporary bracing to insure sbbffy during construction 2.Design assumes the cop and bosom chortle to be laterally braced at L cr;aathc.ra°ynless eangbtit responsibility of the erector.Additional permanent bracing of continuousand �ngreth n plywood Weal ((TCthroughout/drywa BC DATE: 12/18/2015 to overall structure Is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown•a 6-R 81 I LN- SEQ.: Ki 60 8 5 0 9 4.No bad°nook be applied to any component until after as braang and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK deegn bcern loads be applied to any conent. and are for'dry condition.or use. 5.compuTrus has no control over and assumes no responsibility for the 8.Daelg^assumes full beefing at all supports stows.shim or wedge a mammy. EXPIRES: 12/31/2015 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. December 18,2015 B.This design is furnished sub)ed to the limitations set forth by 8.Plates shag be located on both faces of buss,and paced so their center TPIANTCA In SCSI,codes of which will be funkahad Wen request ares coincde with joint center lines. 9.Digits indicate alta of Nate In inches. MiTek USA,Inc./CompoTrtls Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) I This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 6'- 4.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 70 2-9=(0) 0 BC: 2x9 KDDF#1&BTR SPACED 29.0" O.C. 2-3=(-97) 44 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 19.3" 0.0" TOTAL LOAD= 92.0 PSF 0'- 0.0" -107/ 451V -7/ 106H 5.50" 0.72 KDDF ( 625) 1'- 9.2" -57/ 175V 0/ OH 5.50" 0.2B KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 4.6" -72/ 159V 0/ OH 1.50" 0.25 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.017" @ -1'- 7.3" Allowed = 0.160" MAX TL CREEP DEFL = -0.018" @ -1'- 7.3" Allowed = 0.219" MAX BC PANEL LL DEFL = 0.009" @ 1'- 0.1" Allowed = 0.099" MAX BC PANEL TL DEFL = -0.005" @ 1'- 0.1" Allowed = 0.065" 12 MAX HORIZ. LL DEFL = -0.000" @ 6'- 3.8" 5.00 1;7' MAX HOAIZ. TL DEFL = -0.000" @ 6'- 3.8" 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 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=l.6, Truss designed for wind loads in the plane of the truss only. rin o ' 1 o l 2i9iM 419iM 1 M-3x4 l l y y 1-07-04 2-00 4-04-09 (PROVIDE FULL BEARING:Jts:2,9,3 I "\-- GI P R OFet, GINELc9 /�2 ' 89200PE 9r JOB NAME : WESTWOOD PL2781-A HOGGANS PARK - SJ2 Scale: 0.6172 mum.W `-� 1. uild0S: GENERAL NOTES, unlessyua the parameters e rwae: _� OREGON �� 7.Builder arM aro a or contractor on co be advisee of all General Noae 1.This design is bass.only upon me design pr shown later and Is toper Individual 7/* Truss: S J2 and Warnings bebre construction commences. buildingincorporation wmponantponentabiey responsibility parameters and proper 2.2x4 compression web bracing must be installed where shown s. tocorporaten ofcompon�nt b the resporwdery ofsre building designer. V<h O 2Addition.'temporary bracing to Insure sisbNM during 2 Design assumes the top and bottom chords to be laterally brand at 3.AddY 14, G is the reeponsA0ty of the erector.Additional permanent bracing of 2 o.c.and at 13 o.c.respectively unless braced throughout their length by continDATE: 12/18/2015 the overall eo-uaureisthe reresponsibility of a 2,impct rdgisheengiorlaterlbadngreabedwhersoC) lwarMywall(ec). MFRRIL`' coo ay o lila designer. 3.2z impact bridging or lateral bracing required where shown SEQ.: K160 8 510 4.No wad should be applied to any component until alar at bracing and 4.Installation of buns is the responsibility of the respective contractor. fasteners are compete and at no time should any wads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D• LINK design wads be applied to any component. and are for'dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility for the 6. n assumes all bearing at ell supports shown.Shim or wedge If ry.m EXPIRES: 12/31/2015 de des fabrication,handling,shipment and insulation of components. 7.Design assumes ade d an&sirupe N provided. December 18,2015 8.This design is Nmished subject to the gmlletiom sly forth by 9.Plates shall be located on bah aces of cess,and placed so thea center TPIANfCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MiTek USA,InciCompuTms Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values sea ESR-1311.ESR-1988(MITek) 14- This This design prepared from computer input by 1 Pacific Lumber and Truss-BC ' LUMBER SPECIFICATIONS TRUSS SPAN 9'- 7.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 70 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-130) 74 3-4=( -59) 27 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 19.3" 0.0^ TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -94/ 463V -12/ 148H 5.50" 0.74 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 9.2" -27/ 110V 0/ OH 5.50" 0.18 KDDF ( 625) 5'- 11.2" -155/ 332V 0/ OH 1.50" 0.42 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 7.0" -37/ 83V 0/ OH 1.50" 0.13 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 BC PANEL LL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.049" MAX BC PANEL TL DEFL = -0.003" @ 1'- 0.1" Allowed = 0.065" MAX HORIZ. LL DEFL = -0.001" @ 9'- 6.2^ MAX HORIZ. TL DEFL = -0.001" @ 9'- 6.2" 4 -/ 12 Design conforms to main windforce-resisting system and components and cladding criteria. 5.00 D ') Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 3 in the plane of the truss only. ' w o 0 r o i- o /- ,' 2W=W 5�� 0 1 M-3x4 1-07-04 2-00 7-07 .<,Q `d P 0pets, 'PROVIDE FULL BEARING:Jts:2,5,3,4 I 'N Q,c.\� ANG EFR o2-Yr- JOB 89200PE r JOB NAME : WESTWOOD PL2781-A HOGGANS PARK - SJ3411.."(g5_,..„--7____, Scale: 0.4761 4 Wt. Z. 1.Builder O.This GENERAL NOTES, unless otherwhe nbeparnoted: OREGON �4 j I.Bulder and erection.for contractor should be advised of all General Notes 1.Tina design Np neat.only upon the parameters Mown and Is for an Individual Truss: S J3 and Wammps etre construction commences. building component.Appeoabil y of design perametere and proper 2.244 compression web bracing met be instated were Mown s. incorporation of component Is the responsibility of the building designer. /O 'I y 14, `. .- - 3.Additional temporary bracing to insure staNlay during construction 2.Design spumes the top and bottom Wools b e laterally braced at h,. h the reapoelNlXy of the erecter.Additional permanent bracing of 2 c.c.and at 10 o.c.respectively unless braced throughout their bngth by C building Z,impact Meaning such as plywood sheathing(TC) M�` g(TC)and/or drywall(BC). t7 R I -v DATE: 12/18/2015 the overall structure w the reeporroblWy or the bu ftp designer. 3.W Impact bridging or lateral bracing required where own•+ ill f"1 L. SEQ.: W1608511 4.No load Mould be applied to any component until after al bracing and 4.Installation of trues is the reeponsibiby of the respective contractor. - fasteners are complete and at no time Mould any bads greater than 5.Design assumes trusses are to be used in a non-sees ve environment, TRANS I D: LINK design bads be waned to any component. and are for'dry condition.of use. 5.CompuTus has no control over and assumes no rasponNNIIty for the 6.Design assumes full bearing at all supports Mown.Shim or wedge if EXPIRES: 12/31/2015 kNkNbn,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. December 1 8,201 5 Bue 5.Ibis design is fumished subject to the limitations set forth by B.Wates Wall be hosted on both faces of bees,and aawd so their center TPMNFCA In SCSI,copies of which will be furnished upon request lines coinolde with joint center lines. 9.DI9as indicate she of plate In inches. MITek USA,Ina./CompoTnas Software 7.6.7-SP2(1 L)-E 10.For basin connector plate design values see ESR-1311,ESR-1988(MITch) a This design prepared from computer input by R PACIFIC LUMBER: Larry M T LUMBER SPECIFICATIONS TRUSS SPAN 9'- 7.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF#14BTR LOAD DURATION INCREASE = 1.15 1-2=(-129) 74 1-4=(0) 0 BC: 2x9 KDDF#1&BTR SPACED 29.0" O.C. 2-3=( -59) 27 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 92.0 PSF 0'- 0.0" -25/ 129V -13/ 116H 5.50" 0.20 KDDF ( 625) 1'- 9.2" -35/ 118V 0/ OH 5.50" 0.19 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.2" -156/ 333V 0/ OH 1.50" 0.93 KDDF ( 625) 9'- 7.0" -37/ 78V 0/ OH 1.50" 0.13 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 BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.099" MAX BC PANEL TL DEFL = -0.003" @ 1'- 0.1" Allowed = 0.065" MAX HORIZ. LL DEFL = -0.001" @ 9'- 6.2" MAX HORIZ. TL DEFL = -0.001" @ 9'- 6.2" 12 3 5.0017Design conforms to main windforce-resisting system and components and cladding criteria. mWind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 2 0 o 0 cr 0 icy 1111 I 1=� 4►1 0 M-3x9 1 Jr Jr 2-00 7-07 (PROVIDE FULL BEARING;Jts:1,9,2,3 I r\ON- NSI N��•U/ 2 ..,...# :9200PE 9r` JOB NAME : WESTWOOD PL2781-A HOGGANS PARK - SJ3X ��'� Scale: 0.5171 WARNINGS: O.This d NOTES, unless onMrwbe noted: 40-p' CC ,OREGON�y._ �4, 1.Solider and erection contractor should be advised of all General Notes 1.This design p basad only upon the parameters shown and is forop r Individual N Truss: SJ3X and wamings before construction commence. building component.Applicability of design parameters and proper 2.204 compresNa web bracing must be memNed where shown.. incorporation of component is nue reaponsiatiy Orme bdlaing designer. /� q y 14, 2� Q� 3.Additional temporary bracing m insure stability during construction 2.Design assumes the by end bottom dorms b he laterally bread at Ie the responsibility of the erector.Additional parmamm bating of 2 o.c.and at tt7 o.e.reapecnvph unless bread throughout their length by continuousshea,MngsuchasSdsgre.heathtg(TC)andbrdrywelKBC). FR R I L\- DATE: 12/18/2015 the overall structure is the rsspomWltity of the building designer. 3.2e Impact bddpng or lateral bracing required where shown.. SEQ.: Ki60 8 512 4.No load should be applied to any component until after es bating and 4.Installation Whittle is the responsibility of the respective contractor. fasteners are compete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. a.Design assumes Na Isupportsng at all supports 5.Compurrus has no Antal over and assumes no responsibility forth. shown.Shim or wedge If EXPIRES: 12/31/2015 memory. fabrication,Fondling,shipment and installation of components. 7.Design assumes adequate drainage S provided. December 18,2015 8.This design M furnished subject to the limitations set forth by 8.Plates shall be located on both faces of buss,and planed so their center TPIANTCA In SCSI,copies of which will be furrehed upon request. lines coincide with joint center lines. g.Digits indicate We of plate is inches. MiTek USA,Inc./Compulrus Software 7.6.7-SP2(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-t988(MRek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y 1 offsets are indicated. 6-4-8dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property /4I I dime(Drawings not to scale) Damage or Personal Injury 1 rY Ira= Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth, diagonal or X-bracing,is always required. See BCSI. TOP CHORDS lilliMilI 2. Truss bracing must be designed by an engineer.For 0-1/16" 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I IL\lipaiAr bracing should be considered. a■_� O3. Never exceed the design loading shown and never Aastack materials on inadequately braced trusses. O $ 4. designer,Provrerectione copies of tsu truss design prop to the building d For 4 x 2 orientation,locate �$ BOTTOM CHORDS cs sall other interested parties. property y plates 0-14g. from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. use with Unless fire rets dantt,preservnoted,this a ve treatenplicable for or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that i, Indicated bysymbol shown and/Or SYP represents values as published specified. �/ bytext in the bracingsection of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ff.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING .."- 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MTek®All Rights Reserved� approval of an engineer. reaction section indicates joint ® number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. � . 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. mar isnot sufficient. BCSI: Building Component Safety Information, iI(e 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, e ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 4