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All truss to building connections are I 10'-01/? the responsibility of the building designer or EOR ©Copyright CompuTrus Inc.2006 'LDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS NESTWOOD 11/17/15 CCULTNTRUSS A4I S AND JJECT TITLE: ENGINEERED STRUCTURAL REVISION-1: DIGNRGNGINEELFURECER prii c�f�:_ mber 17926 WESTWOOD PL2884-B HOGGANS PARK INFORMATION.BUILDING DESIGNERIENGINEER OF RECORD �/y. RESPONSIBLE FOR ALL NON-TRUSS DRAWN BY: LARRY M REVISION-2: TO TRUSS CONNECTIONS.BUILDING t448 / B CHECKED BY:: DESIGNER/ENGINEER OF RECORD TO DERSGESW POR AOOVNESTORACTLI ON. & COMPANY LIVERY LOCATION: SCALE: REVISION-3: 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. r , MIN int MiTek® MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 17926 WESTWOOD PL2884-B HOGGANS PARK ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA, Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1538129 thru K1538177 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ,R1/4t0 PR Ore 74GLNE4\ 89782PE 9r' 92 OREGON ooh �,9RY15 JQ` 9 �'A UL P`� V,E-X . 2/ 2016 • November 17,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input P by y PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 15'- 0.5" COND. 2: Design TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 I 9 checked for net(-5 psf) uplift at 24 "oc spacing. BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting wt system and components and cladding criteria. TC LATERAL SUPPORT <= 12"01. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h-21.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 7-06-04 7-06-04 12 ' T 6.00 ))M-4x4 12 3 Q 8.00 r ,A1Iliii . o f �o O A -fp I 0 M-3x4 M-3x4 y y 1-00 15-00-08 ). 1-00 y `��E.D PR pF4-.0 (4., 2 Q 89782PE 9' JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - Al • w- -- • Scale: 0.9313 WARNINGS: GENERAL NOTES, unless otherwise noted' Truss: Al Builder end erection contactor should beadvsedofanGenerelNotes 1.This design bbased only upon the perematereshown and iserenindvdual OREGON and Wamings before construction commences. building component.Applicability of design parameters and proper /� 2.2t4 compression web bracing moat be inatalbd where shown.. incorporation o/component is the responsibility of the Wilting designer. S -5 (/ (?5)��` 3.Additional temporary bracing b insure stability during construction 2.Design assumes the top and bottom chords b be laterally braced at "`'�Y b be responsibility of the erector.Additional permanent bracing of 7 a.e.end at 10'o.c.respectively s braced throughout end/r dry length by 4 \J DATE: 11/17/2015 be Owren structure is the responsiblity of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywan(BC). 'i PA !I 3.2c',mad bridging or lateral bracing required where shown+a UL C• SEQ.: 1<15 3 812 9 4.No bad should be applied to any component until after all bracing and A Installation of Inns 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 nonconosive environment, TRANS ID: LINK design bads be applied to any component and are for“dry condthen ofuse. 8.CompuTrus hes no coned over end assumes no responsibility for the 6.Design assumes full bearing et all supporta shown.Shim or wedge N EXPIRES: 12/31/2016 fabrication.handling,shipment and installation of components. necosaey. Pesgnaasumeled on drainage aprovided. November 17,2015 6.This design is furnished subject to the limitations set forth by a.Design shall be located at both faces of Wes,and placed so their canter TPIMWCA in SCSI,copies of which will be furnished upon request lines nomads with joint center lines. MITek USA,Inc./CompuTrus Software 7.6.7SP2(1L)-E 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 15'- 0.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 63 2-6=(-23) 439 6-3=(0) 351 I BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x9 KDDF STAND 2-3=(-667) 130 6-4=(-23) 434 ,e 3-9=(-667) 130 LOADING 9-5=( 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 = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -121/ 746V -122/ 122H 5.50" 1.19 KDDF ( 625) 15'- 0.5" -121/ 796V 0/ OH 5.50" 1.19 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 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 4 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.002" @ 16'- 0.5" Allowed - 0.100" MAX TL CREEP DEFL - -0.003" @ 16'- 0.5" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.116" @ 3'- 11.9" Allowed = 0.558" MAX TC PANEL TL DEFL = 0.249" @ 3'- 11.8" Allowed - 0.837" MAX HORIZ. LL DEFL = 0.009" @ 14'- 7.0" 7-06-09 7-06-04 MAX HORIZ. TL DEFL - 0.008" @ 14'- 7.0" 1' 12 12 I8.00 IM-4x4 6.00 Design conforms to main windforce-resisting 4 Da system and components and cladding criteria. 3 �� Wind: 140 mph, h=21.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, �� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. r.:; I � A � I 1 6 o illi M-3x4 M-1.5x3 M-3x4 0 l y y 7-06-04 7-06-04 y y P R D 0F 15000 1-00 b y ��G• - - e 1-00 GINE. R�S/0'L Q. `r 8.782PE -v< JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - A2 • Scale: 0.3438 - / ••a. WARNINGS: GENERAL NOTES, unless otherwise noted: ,/ " 40 Truss: A2 Welderand erection�bay should beed,adman General Notes ,.This design abased only upon the paametereshown and ICfor enindoduel 4�+�OREGON2�' J� and Warnings before contraction commences. building component.Applicability of design parameters and proper 2.2fc1 compression web bracing moat be installed where shown+. incorporation of component is the responsibility of the building designer. 9,Q q R Y 1 �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top e5 bottom dards to be laterally braced at -I 7 o.e.and at 1G o.c.respectively unless braced throughout their length b ` A the responsibility of the erector.Additional o permanent bracing of continuous sheathing such as plywood sheathing(TC) rywa fic>Y 1'A U 1. R DATE: 11/17/2015 the overall structure is the responsibility of the building designer. 3.2v Impact bddging or labral bracing required where own}d SEQ. : 8<15 3 813 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor lasbnere are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for'thy condition.of use. 5.compuTrus has no control ever and assumes no reeponsioility for the 6.Design assumes all bearing all supports shown.Sh m or wedge H EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. mmesary. T Design assumes adequate othfenceage obneo.en November 17,2015 6.The design is famished subject to the limitations set font by 8.Plebs shell be located on both(aces of base,and placed so they center TPIMTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MITek USA,Inc/Com uTrus Software 7.6.7SP2 1 - 9.D'pts indicate size of pleb in inches. p (LE) 10.For basic connector plate design values see ESR-1311,ESR-1988(Welt) This design prepared from computer input by y PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 15'- 0.5" TC: 2x4 KDDF #1fiBTR IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 BC: 2x4 KDDF #13BTR LOAD DURATION INCREASE = 1.15 1-2=(-667) 135 1-5=(-29) 435 5-2=(0) 351 WEBS: 2x4 KDDF STAND SPACED 29.0" O.C. 2-3=(-668) 130 5-3=(-29) 435 3-4=( 0) 63 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA OVERHANGS: 0.0" 12.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -79/ 631V -118/ 111H 5.50" 1.01 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 15'- 0.5" -125/ 754V 0/ OH 5.50" 1.21 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 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" @ 16'- 0.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 16'- 0.5" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.122" @ 3'- 11.9" Allowed = 0.558" MAX TC PANEL TL DEFL = 0.255" @ 3'- 11.8" Allowed = 0.837" MAX HORIZ. LL DEFL = 0.004" @ 14'- 7.0" MAX HORIZ. TL DEFL = 0.008" @ 14'- 7.0" 7-06-04 7-06-04 12 'i < Design conforms to main windforce-resisting 8.00 177 DIM-4x4 12 system and components and cladding criteria. Q 8.00 4•p" Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 2 ,f.0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), pp load duration factor=l.6, I��I Truss designed for wind loads in the plane of the truss only. r 0 fesI.°.111' 1.. 1. 1. 1.LIE..ME...•••im.•...mi•mil II ill%Liiiillih IT' 1.* 5 M-3x4 M-1.5x3 3 4 0 M-3x4 0 i' b b 7-06-04 7-06-04 ), 15-00-08 y 1-00 y co- .AGPNE1�R OP `�''X, 2 8.782PE yr JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - A3 Scale: 0.3603 V, . Scale: WARNINGS: GENERAL NOTES, unless otherwise noteed: Truss: A3 1.Builder and erection contracbrs pate be advised of all General Notes This design K based only upon the parameters shown and is for en individual OREGON �� and Wamings before construction commences. building component.Applicability f design parameters and proper 'IAlt 0 2.2x4 compression web bracing must be installed where shown*. incorporation of component is the responsibility of the building designer. ��V R Y 1" �,�� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the bopnes and bosom chords to be laterally brecetl at ,r is the responsibility of the erect,.Additional permanent bracing of 7 co and et 10'o.c.respectively plywood s braced throughout their sll(B by lr �`� DATE: 11/17/2015 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood requiredct bridging or Wend bracing ng(TC)and/or drywall(BC).1 2x h� where shown s o SEQ. : K 15 3 8131 4.No bed should be applied to any component until after all bracing end 4.Installation f truss 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 non-corrosive environment, TRANS I D: LINK design loads be applied to any component and are for'Idly condmon•f use. B.CompuTrus has no control over and assumes no resporaibiuty for the 8' assumes DWI bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 febncetion,handling,shipment end installation of components. 7.Design assumes adequate drains 8.Thisdesignisfurnishedsubjecttothelimitationssrtforthby °°'o prodded. November 17,2015 8.Plates located snail No located onboth laces of truss,and placed so their centerTPINVECA in BCSI,copies of which will be furnished upon request. !hoes coincide with joint center nter lines. 0.Digits inchoate size of pate in inches. MiTek USA,IncJCompuTrus Software 7.8.7 SP2(i L)-E 10.For basis connector plate design values see ESR-1311,ESR-1988(MTek) This design prepared from computer input by - Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 29'- 10.5" 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- 7-(-240) 1534 3- 7=(-930) 334 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1780) 390 7- 8-(-108) 978 7- 4=(-191) 891 WEBS: 2x9 KDDF STAND; 3- 4=(-1627) 471 8- 6=(-232) 1352 4- 8=(-188) 826 2x9 DF STAND A LOADING 4- 5=(-1620) 486 8- 5=(-418) 330 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1773) 402 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 OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -227/ 1373V -237/ 244H 5.50" 2.20 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 29'- 10.5" -183/ 1281V 0/ OH 5.50" 2.05 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. 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 = -0.067" @ 10'- 1.6" Allowed = 1.448" MAX TL CREEP DEFL = -0.122" @ 10'- 1.6" Allowed = 1.931" MAX HORIZ. LL DEFL = 0.030" @ 29'- 5.0" MAX HORIZ. TL DEFL = 0.047" @ 29'- 5.0" 15-00 14-10-08 12 Desin conforms to main windforce-resisting M-4x6 12 system and components and cladding criteria. 8.00 [7 Q 8.00 4.0" Wind: 140 mph, h-24.2ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, 'f'f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Ni load duration factor=l.6, Truss designed for wind loads 11111141 in the plane of the truss only. M-1.5x3 M-1.5x3 os o os ,7,7, hliTil T CD M-3x4 0.25" M-3x4 M-3x5 0 D4-5x8(S) ��ED PR�FFss * y y �Gj NGINEEn /O 1-00 29-10-08 �� R �' ' 89782PE 9r JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - B2 Scale: 0.2259 r", v.'' WARNINGS: GENERAL NOTES, unless otherwise noted: :J// ,^ Truss: B 2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 9 OREGON Ooh and N4mirge before construction commences. building component.Applicability of design parameters and proper IP. 2.2zd compression web bracing moat be installed where shown+. incorporation of component is the responsibility of the building designer. ��TT 3.Additional tem M g construction 2.Design assumes the top and bottom chords to be laterally braced at ��4.�`1 Y Ab �� temporary bracing to insure atebil' Burin y on.and at 10 o.c.respectively unties braced throughout their length by a.�\ is the responsibility of the erecter.Additional of permanent bracing of continuous sheathing each as plywood sheathing(TC)shown and/or drywell(BC). PA UL R DATE: 11/17/2015 the overall structure is the responsibility of the building designer. 3.Be Impact bridging or lateral bracing required where shown t+ s SEQ.: K15 3 813 2 4.No bad should be applied to any component until after all bracing and 4.Installation of tures is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes busses are in be used in a non-corrosive environment, TRANS I D: LINK design wads be applied to any component and are for.dry cordieon•of use. 5.CompuTnre has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 necessary. febricaton.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 17,2015 8.TMs design is furnished subject to the limitations set fold by 8.Plates shall be located on both faces oilmen,and placed so their center TPINVTCA in SCSI,copies of which will be famished upon request lines coincide with joint anter lines. 9.Digits indicate size of plate in inches. MiTek USA,InciCompuTros Software 7.6.7SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1908(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TC: 2x6 KDDF SS 29-10-08 GIRDER SUPPORTING 32-03-00 FROM 6-00-00 TO 29-10-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 1- 2=(-16356) 3684 1- 8=(-2955) 13299 8- 2=( -792) 3738 11- 6=(-2886) 719 BC: 2x6 KDDF SS LOAD DURATION INCREASE = 1.15 (Non-Rep) WEBS: 2x9 KDDF STAND; 2- 3=(-13155) 3036 8- 9=(-2999) 13281 2- 9=(-3066) 762 6-12=( -726) 3498 2x9 KDDF #1&BTR A LOADING 3- 9=1 -9834) 2319 9-10=(-2325) 10761 9- 3=(-1248) 5340 4- 5=( -9858) 2325 10-11=(-2235) 10955 3-10=(-9638) 1179 LL = 25 PSF Ground Snow (Pg) 5- 6=(-12771) 2922 11-12=(-2817) 12819 4-10=(-2963) 10518 TC LATERAL SUPPORT <= 12"00. UON. TC UNI£ LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 29'- 10.5" V 6- 7-1-15783) 3519 12- 7=(-2820) 12837 10- 5=(-4092) 1017 BC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 6'- 0.0" V BC UNIF LL( 378.1)+DL( 277.1)= 655.2 PLF 6'- 0.0" TO 29'- 10.5" V 5-11=(-1053) 4677 ADDL: BC CONC LL+DL= 2738.0 LBS @ 6'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -2115/ 9527V -231/ 231H 5.44" 15.24 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 29'- 10.5" -2433/ 10887V 0/ OH 4.00" 17.42 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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ( 3 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 _4____ Attach 3 ply with 3"x.131 DIA GUN MAX LL DEFL = -0.118" @ 19'- 9.9" Allowed = 1.454" nails staggered: MAX TL CREEP DEFL = -0.277" @ 10'- 2.0" Allowed = 1.939" 9" oc in 2 row(s) throughout 2x6 top chords, + LATERALLY BRACE TO ROOF DIAPHRAGM XXX5" oc in 2 row(s) throughout 2x6 bottom chords, MAX HORIZ. LL DEFL = 0.047" @ 29'- 6.5" //��/V/��/Y/�/�\ 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. TL DEFL = 0.091" @ 29'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. ** HANGER BY OTHERS TO APPLY CONC. LOAD(S) EQUALLY Wind: 140 mph, h=29.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TO ALL MEMBERS. PROJECT ENGINEER TO REVIEW AND INSURE THAT CONNECTION TRANSFERS LOAD TO PLY OPPOSITE HANGER. (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. 14-11-15 14-10-09 f T 12 M-4x10 12 8.00 ' 8.00 4.0" .FT IN M-3x6 M-3x6 L. M-3x6 M-3x5 or, M-5x10All M-5x10 o a 0 ►��x��E®��ee i *�. <��Ed PROF ' --un 1 M-3x8 M-6x8 0.25" M-5x6 M-3x6 o y +27388 -M-8x8(5) 1 o �� NGINEF9 cS'/ 29-10-08 Q 89782PE 1' JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - BGIRD o ..‘ •Ib0.1464 40 WARNINGS: GENERAL NOTES, unless oti,erwiss noted: OREGON h' Truss: BGIRD 1.Builder and erection mntracforshould beadvised ofall GenerelNobs This design tebased only upon the paremetermshown and isbranind dual �9,��qRY 1 , q5' Q. and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2e4 compression web bracing moat be instated where shown+. incorporation of component is the responsibility of the budding designer. _` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and un Morris b be latently braced at "A..0` "116\ V is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 15 o.c.respectivelypunless braced throughoutndltheir length by DATE: 11/17/2015 the overall structure is the recontinuous sheathing such as plywood sheat wherec)and/or drywad(Bc). responsibility of the building designer. 3.Sc Impact bridging or lateral bracing required shown++ SEQ. : K 15 3 813 3 4.No load should be applied Oa any component until after all bradng and 4.Installation of truss is the responsibility of the respective contractor fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a non-corrosive ensironment, TRANS ID: LINK dadgnloadebeappiedfoanymmpone9 and are for•drycondion'of use. EXPIRES: 12/31/2016 5.CompuTrus hes no control over and assumes no responsibility for the 8.Design assumes full at all supports shown.Shim or wedge R fabrication,handling,shipment and installation of components. "epBBry November 17,2015 6.This design is banished subject to the limitations set forth by 7.Design assumes adequate drainage is provided. E.Plates shall be located on both faces of Wass,and placed so their center TPIMITGA in SCSI,copies of which will be furnished upon request lines coincide with joint center linea. MiTek USA.Inc./ComouTrus Software 7.6.7-SP2(1L)-E 9.Digiodieets sa,a.,,su.in inches. ¢0O Fca_,e„one ruao,tr,re.h This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 30-00-00 MONO DUTCH SETBACK 2-06-00 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- 9=(-507) 2361 9- 3=( 0) 111 7-13=(0) 111 t BC: 2x6 KDDF #1&BTR 2- 3=(-3050) 691 9-10= 509) 2361 WEBS: 2x4 KDDF STAND (- 3-10= 48 ( -83) LOADING 3- 4=(-2839) 688 10-11=(-473) 2302 10- 4=( 0) 288 LL - 25 PSF Ground Snow (Pg) 4- 5=(-2136) 590 11-12=(-478) 2304 4-11=(-806) 306 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 30'- 0.0" V 5- 6=(-2136) 590 12-13=(-540) 2369 11- 5=(-362) 1549 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 31.2)+DL( 8.8)= 40.0 PLF 2'- 6.0" TO 30'- 0.0" L 6- 7=(-2841) 696 13- 8=(-537) 2369 11- 6=(-808) 313 BC UNIF LL( 0.0)+DL( 22.5)= 22.5 PLF 0'- 0.0" TO 30'- 0.0" V 7- 8=(-3056) 712 6-12=( 0) 289 OVERHANGS: 12.0" 0.0" 12- 7=( -91) 107 TC CONC LL( 31.2)+DL( 8.8)- 40.0 LBS @ 2'- 6.0" L ADDL: BC CONC LL+DL= 415.0 LBS @ 15'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -519/ 2163V -237/ 244H 5.50" 3.46 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 30'- 0.0" -504/ 2104V 0/ OH 5.50" 3.37 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-2X4 REQUIRED AT EACH [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. END OF HORIZ. INLETS VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" + LATERALLY BRACE TO ROOF DIAPHRAGM MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" REFER TO COMPUTRUS STANDARD MAX LL DEFL = -0.081" @ 15'- 0.0" Allowed = 1.454" GABLE END DETAIL FOR DETAILS MAX TL CREEP DEFL = -0.190" @ 15'- 0.0" Allowed - 1.939" NOT SHOWN. MAX HORIZ. LL DEFL = 0.031" @ 29'- 6.5" 15-00 15-00 MAX HORIZ. TL DEFL = 0.055" @ 29'- 6.5" f 1' 2-09-04 5-02-06 7-00-06 7-00-06 5-02-06 2-09-04 T +T40# T f T f T Design conforms to main windforce-resisting system and components and cladding criteria. M-4x6 12 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 8.00 M-3x5 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5 .f-q M-3x5 load duration factor=1.6, ik End AN Trussedesigned)forewindosed loadso wind, 12 in the plane of the truss only. M-1.5x9 M-1.5x9 Q e.00 Truss designed for 4x2 outlookers. 2x9 let-ins M-3x5 M- x5 of the same size and grade as structural top M-3x6 M3x6 chord. Insure tight fit at each end of let-in. 1110i Outlookers must be cut with care and are .4: I°4�'M-3x5 permissible at inlet board areas only. Ail M-1.5x4 M 3 35� III lilk..M-3x8M-3x8 m m 0 AIIIIA 'clkl..\b--71- liklkil," Fr- 4. T o M-3x8 M-3x6 0.25" M-3x6 13 M-3x8 y M-1.5x3 y M-7x8(S) M-1.5x3 � p`E G PN�FFd'/ 1415# ). y ; �� N �j(yj sO y y2-07-08 5-00-10 7-03-14 j 7-03-14 5-00-10 2-07-08 4i IP �/ 1-00 30-00 y Q :9782PE mac" JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - BH1 • Scale: 0.1874 WARNINGS: GENERAL NOTES, unlessothe,wime noted: 1 .11 REGON�O� ._ TrussBH 1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for en individual �J and Warnings before construction commences. builSGng component Applicability of design parameters and proper the1",a?� Al fly "L b ,4 2.204 compression web bracing must be installed where shown+. !!�� B �S incorporation of component is responsibility of the balding designer. I ` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally bread at is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 1(To.c.respectively unbar braced throughouttheir length by A UL n DATE: 11/17/2015 the overall struck.is be recontinuous sheathing such as plywood sheathing(TC)and/or drywanlBC). responsibility of the budding designer. a 2s Impact bridging or lateral bracing required where shown++ SEQ. : K15 3 813 4 4.No bed should be applied to any component until after all bracing and 4.Installation of buss is the responsibility of the respective contractor. fasteners are complete and at m time should any loads greater than 5.Design assumes busses are to be used in a nonaonosive environment, TRANS ID: LINK design loadsbeapplied toany component and are for'dry condition"ofuse. EXPIRES: 12/31/2016 5.ComWTms has no control over and assumes no reeponsibinty for the 6.Design a n assumes full beating at all supporta shown.Shim or wedge if fabrication,handing,shipment and installation of components. ry November 17,2015 6.This design is famished subject to the limitations set forth by7.Design assumes adequate drainage is provided. S.Mates shall be located on both faces of bum,and placed so their center TPIAATCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate sine of plate in inches. MiTek USA.Inc./ComouTrus Software 7.6.7(11_1-E ,n o,,,a,•,,. .,,,.,.o.,..+o.n,,,,,,,,.,,,,,,,„e��p_,,,,rso_,onw,�.ur.o: This design prepared from computer input by m, PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 2'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2_ _ BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-60) 28 2 9 (0) 0 - TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -66/ 292V -16/ 64H 5.44" 0.47 KDDF ( 625) 1'- 10.9" -29/ 43V 0/ OH 1.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 6.0" -9/ 23V 0/ OH 5.50" 0.04 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 1-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" f fMAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.003" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.005" MAX BC PANEL LL DEFL = 0.002" @ 1'- 2.5" Allowed = 0.079" 12 MAX BC PANEL TL DEFL = -0.001" @ 1'- 3.4" Allowed = 0.106" 8.00 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 3 - Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 0 Truss designed for wind loads in the plane of the truss only, 0 co 0 o I I c o of 2►� 11111114 -f 1 M-3x4 J' )' y 1-00 2-06 !PROVIDE FULL BEARING;Jts:2,3,4 I ��° P R Ore ns ��5 tNG,1NE�, /0 Q :9782PE -9x JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - BJ1 `✓`_,../ Scale: 0.6850 IPPr W 1.Builder G. hiAe design NOTES, uMeupontheparse carte 15. 7 OREGON �``' BJ1 Builderand erection contactorshould beadv sed of all General Notes buiedesign lebased only plcaupon y o paremetereshown ant ipfor anint individual Truss: and Warnings before construction commences. bulking component Applicability of design parameters and proper ,I A �j Q 2.2x4 compression web bracing must be installed when,strewn+. ixarporetion of component is the responsibility of the bolding designer. ��V��Y 1" Z .��" 3.Additional tem 2.Design aseumes the top and bottom chords to be laterally braced at -T temporary baring to insure arability during construction 2'or.and at 10.or.respectively unless braced throughout their length by DATE: 11/17/2015 rearereaponsb,htyoftheerector.Additionelpermanentbracingof ) PA L the overall stricture is the responsibility of hie building designer. 2x Impact sheathinginsuch l b aciplyng re airedsheatidrere s oweandr 5r drywall(BC ''1 3.In Impact bndgirg or lateral bracing required where shown++ SEQ.: K15 3 813 5 4.No bad should be applied to any component until after all bracing and 4.Installation of buss is the resporslbWity of the respective corMactor fasteners are complete and at no time should any loads greater than 5.Design assumesbusses 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.Compulr s has no control over and assumes no responsibility for the e.Design assumes tun bearing at at supports shown.Shim or wedge a EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. November 17,2015 6.This design is furnished subject to the limitations set font by 8.Plates shall be located on both feces of hoes,and placed no their center TPIMRCA in SCSI,copies of which will be furnished upon request lines coincide with joint center Imes. MiTek USA,Inc./Com uTrus Software 7.6.7-SP2 1 L-E 9.Digits indicate size of plate in inches. P ( ) 10.For basic connector plate design values see ESR-1311.655-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 2'- 6.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-60) 35 2-4=(0) 0 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -63/ 298V -20/ 74H 5.44" 0.48 KDDF ( 625) 2'- 3.2" -8/ 26V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 6.0" -27/ 58V 0/ OH 1.50" 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 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'- 6.3" Allowed = 0.157" 3 MAX TC PANEL TL DEFL = -0.003" @ 1'- 6.3" Allowed = 0.236" MAX HORIZ. LL DEFL = -0.000" @ 2'- 5.2" MAX HORIZ. TL DEFL = -0.000" @ 2'- 5.2" 12 '' 8.00 � , Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, co (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=1.6, oo Truss designed for wind loads I in the plane of the truss only. N co O PlgAllIEEEtete O f-- � O 2 r' 4► 1 M-3x4 y 1 00 y 2 06 y �5'��G NE�fid' (PROVIDE FULL BEARING;Jts:2,4,3 �� R 2 89782PE -9r JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - BJ2 • "�� . Scale: 0.9690 � MI WARNINGS: GENERAL NOTES, onlessotherwiserwted: OREGON �. Truss: B J2 1.Builder and erector contactor should be advised of an General Notes 1.This design is based only upon the paremetere shown and is for an individual /]� and Warnings before construction commences. building component.Applicabtiity of design parameters and proper v 4� 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 9,Q ��A T �/ 3.Additional temporary n8 stability g conatuction 2.Design assumes the top and bottom chords to be laterally braced et A U �`� nporery brad to insure stabil' dodo y o.c.and at 10 o.c.respectively unless braced throughout their length by DATE: 11/17/2015 s b he responsibility m y of he erector.Add tional pe anent bracing of continuous sheathing such as plywood sheathing(TC)andfor drywall(BC). the overall struchrre is the responsibility of the butding designer. a.2s Impact bodging or lateral bracing required where Mow„++ SEQ.: K15 3 813 6 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes tomes are to be used in a noncorrosive environment TRANS ID: LINK design loads be applied to any component and are for'dry eerdton'ofuse. EXPIRES: 12/31/2016 5.CompuTrus Ms no control over and emumes no bili for the 8.Designne. assumesfull bearing at all supports shown.Shim or wedge if November 17,2015 responsibility ry. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both faces abyss,and placed so their center TPI/WICA in SCSI,Copies of which will be furnished uponrequest lines coincide with joint center Imes. 9.Digits indicate size of pate b inches. MiTek USA.Inc./ComouTrus Software 7.6.7-SP2(1L1-E This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 2-06-00 GIRDER SUPPORTING 15-00-08 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=(-27) 31 3-5=(-86) 83 BC: 2x6 KDDF #1&BTR 2-3=(-79) 61 WEBS: 2x4 KDDF STAND LOADING 3-4=(-13) 6 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 2'- 6.0" V BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 163.0)+DL( 130.9)= 293.9 PLF 0'- 0.0" TO 2'- 6.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -159/ 657V -30/ 64H 5.50" 1.05 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 2'- 6.0" -95/ 415V 0/ OH 5.50" 0.66 KDDF ( 625) Single member as shown. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Hangers attached to the bottom chord AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. will have 1.5" max. nail penetration. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 2-02-04 0-03-12 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" T . . MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" 12 MAX TC PANEL LL DEFL - 0.004" @ 1'- 0.9" Allowed = 0.110" MAX BC PANEL TL DEFL - -0.004" @ 1'- 3.9" Allowed = 0.092" 8.00 MAX HORIZ. LL DEFL = 0.000" @ 2'- 2.2" MAX HORIZ. TL DEFL = 0.000" @ 2'- 2.2" M-1.5x3 4 Design conforms to main windforce-resisting system and components and cladding criteria. wilimmivA1 3 Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, m (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I� load duration factor=1.6, End vertical(s) are exposed to wind, r Truss designed for wind loads 0 l in the plane of the truss only. 0 o 0 I N v O 0 rip,mill sr. 5 M-5x10 M-1.5x3 )' .k ). 2-02-04 0-03-12 b J' y 1-00 2-06 ��` a P R°Fess �N., 0NGtINtvc9 / Q 89782PE zw 9r JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - BJ2G Scale: 0.6540 , v. •. WARNINGS: GENERAL NOTE8, unless otherwise rated' Truss: BJ2G 1.Builder and erection contractor should be advised wall General Notes 1.This design is based only upon the parameters shown and is for an individual "V OREGON 413 and wamings before construction commences. building component.Applicabaity of design parameters and proper (, 2.2r4 compression web bracing must be installed where shown t, incorporation of component is the responsibility of the buildup designer. �� a Z �� 3.Additional temporary bracing to insure stability during cond.:bon 2.Design assumes the b0 and bottom chords b be laterally braced at /"� is the responsibility of the erector.Additional pamrenent bntlng of 7 o.e.and at 1d o.c.respectively unless braced throughout their length by A `� DATE: 11/17/2015 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). " A U U the overall structure is the responsibility of the building designer. 3.a<Impact bridging or lateral bracing required where shown+. SEQ. : K15 3 813 7 4.No load should be applied b any component until after all bracing and 4.Installation of truss is the responsibility of the respective contract,,. fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used in a noncorrosive environment TRANS I D: LINK design loads be applied to any component. and aro for'dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility for„„ 8.Design osteomas lull bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 fabricatifabrication.brin,handling,shipment and installation of components. 7.pea;g,,essumea.degsete drainage is provided. 6.This design is furnished subject bo the tmihtions set forth by 8.Plates shall be located on both loose of buss,and placed so their center November 17,2015 TPIMRCA in SCSI,copies of which will be famished upon request Imes coincide with joint center lines. MiTek USA,InclOom uTrus Software 7.8.7 7 L E 9.Digits indicate Sze of plate in inches. p ( )- 10.For been connector plate design values see ESR-1311,ESR-1968(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-9=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-58) 27 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -73/ 301V -16/ 63H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -30/ 27V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) 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 - 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 fMAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.072" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 8.00 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=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), '/ load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. a 0 I m 0 o I 0 0 2 111191. 11 4 1 M-3x4 1' y y 1-00 2-00 !PROVIDE FULL BEARING;Jts:2,4,3 I N.? t. s% 89782PE -9r JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - BSJ1 . Scale: 0.6864 vl MI WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Nobs 1.This design is based only upon the parameters shown and is for an individualO'.• Truss: BSJ1 OREGON and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2o4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. ��/9,9 A 4 y /].` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and botrom chords to be laterally brecetl at 'l ` ��C_ O the responsibility of the erector.Additional permanent bracing of 7 o.e.and at 10'on.respectively plywood s braced throughout Meir length by DATE: 11/17/2015 the overall structure is the recontinuous sheathing such as plywood required irg(TC) nd/ors rywall(BC). A^U L r. responsibility of the building designer. 3.W Impact bridging or labral bracing where shown+�+ r'1 SEQ. : K15 3 813 9 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for'dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility far e 6.Design aswmes full bearing at all supports shown.Shim ar wedge if MEXPIRES: 12/31/2016 fabrication.handling,shipment and installation of components. necessary. 7.Plates a m"sdeQYBbdr'inagei°"ovied. November 17,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of Wss,and placed so their center TPIPN1CA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate wee of plate in inches. MiTek USA,Inc.iCompuTrus 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 32'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -103) 115 9-11=(-567) 1408 9- 1-( -97) 59 19- 5=( -47) 111 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2276) 513 11-13=(-709) 2366 9- 2=(-1786) 468 5-15=( -810) 269 WEBS: 2x9 KDDF STAND; 3- 4=(-2007) 476 12-19-) -25) 84 2-11=( -251) 1340 15- 6=( -210) 644 2x6 ROOF #2 A LOADING 4- 5=(-1999) 599 14-15=(-359) 1293 11- 3=( -807) 273 15- 7-( -33) 249 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1051) 397 15-16=(-231) 783 3-13=( -693) 212 16- 7=( 0) 289 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1072) 381 16-17=(-231) 781 4-13=( -370) 235 7-17=(-1905) 339 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=( -117) 153 12-13=( 0) 64 17- 8=( -169) 125 13-19=) -335) 1217 LL = 25 PSF Ground Snow (Pg) 13- 5=( -323) 1016 ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -198/ 1336V -250/ 300H 5.50" 0.90 KDDF (1485) 32'- 3.0" -200/ 1369V 0/ OH 5.50" 2.18 KDDF ( 625) '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 = -0.103" @ 12'- 6.5" Allowed = 1.567" MAX TL CREEP DEFL = -0.206" @ 12'- 6.5" Allowed = 2.089" MAX HORIZ. LL DEFL = -0.055" @ 31'- 9.5" MAX HORIZ. TL DEFL = 0.082" @ 31'- 9.5" 6-08 14-07 11-00 '1 T •1 T Design conforms to main windforce-resisting 3-05-12 3-02-04 5-11-04 4-03 4-04-12 5-03-04 5-08-12 system and components and cladding criteria. T T T T T T T T 12 12 Wind: 190 mph, h=24.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 6.00 IIM-4x4 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4.0" End vertical(s) are exposed to wind, 6 .fhf Truss designed for wind loads ar\ in the plane of the truss only. M-3x10 5 M-3x10 NOTE: LEGDOWN(S) EXIST AT INTERIOR BEARING(S) ' INSIDE THE BUILDING & ARE NOT CHECKED FOR ANY LATERAL LOADS. DESIGN REQUIRE LEGDOWN(S) IS/ARE M-1.5X3 NOT EXPOSED TO WIND LOADING. THE DESIGN SHALL BE 4 REVIEWED AND APPROVED BY PROJECT ENGINEER OR :rAk. 111111111-1 -5X3 QUALIFIED BUILDING DESIGNER FOR ANY LATERAL LOAD AND LATERAL STABILITY. M-1.5x3 M-3x6 M-5 x6 /- 1 2 r I o -l I u1 N Aii, I I rid f- 10 .r.. s.1♦Mlelri 11 O 13:�w 9** M-3x5 l 12 19 15 16Cs 17 M-3x6 M-1.5x3 -M-4x4 M-3x8 M-1.5x3 M-3x4 M-5x8 9,EO PR op es, b 1 1 b ), b <(' GINE 6> 6-04-08 6-02-12 4-01-04 4-06-08 5-03-04 5-08-12 \oV : ,Q c _y y y � ! 12-05-08 19-09-08 � y y � 89782PE 9r 32-03 JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - C6 �0.."1\:::;".. Amig Scale: 0.1616 9 (� WARNINGS: GENERAL NOTES, uNess otienvise noted: "4Z OREGON Q" 1.Builder er4 erection contractor should be advised of all General Notes 1.This design ie based only upon the parameters shown and is for an individual 1:9 4Z/ 0.0, RY 1`� '(f Truss: C6 and Warnings before construction commences. budding component.Applicability of design parameters and proper 2.2s4 compression web bracing must be installed where shown*. ineorporetion of component is the responsibility of Me building designer. ir J 3.Additional temporary bracing to insure stability during construction 2.Design assumes the by and bottom chords b be laterally braced at 11 y UL 1*le Me responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o.c.respectively unless braced throughout their length by /"'H DATE: 11/17/2015 the overall structure is the responsibdiy of the building designer. 3.2i mpact b sheathing lateral bracing s plywood wherry sshown 0"rywan(Bc). SEQ. : K15 3 814 0 4.No load should be applied to any component unti after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete end at no time should any bads greeter than 5.Design assumes busses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition'ofuse. EXPIRES. 12/31/2016 5.CompuTrus hes no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge N fabrication,handling,shipment and installation of components. necessary. November 17,2015 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both hoes of truss,and placed so their center TPINVTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sire of plate in inches. MiTek USA.Inc.jComouTrus Software 7.6.7(1L1-E This design prepared from computer input by - Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 32-03-00 MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 e TC: 2x6 ROOF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2-( 0) 67 2-10=(-1433) 4157 3-10=( -130) 288 2x4 ROOF #1&BTR T1 2- 3=(-4815) 1629 10-11=(-2354) 5995 10- 9=( -260) 1183 BC: 2x6 KDDF #1&BTR LOADING 3- 9-(-4827) 1678 11-12=(-2300) 5733 10- 6=(-1960) 1020 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5-( 0) 0 12-13=(-1580) 3820 6-11=( 0) 293 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 8`- 0.0" V 4- 6=(-4300) 1535 11- 7=( 0) 393 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 8'- 0.0" TO 32'- 3.0" V 6- 7=(-6030) 2327 7-12=(-1512) 764 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 90.0)= 90.0 PLF CO- 0.0" TO 32'- 3.0" V 7- 8=(-4595) 1790 12- 8-( -320) 1558 8- 9=( -54) 63 8-13-(-4937) 1849 TC CONC LL( 333.3)+DL( 93.3)- 926.7 LBS @ 8'- 0.0" 13- 9=( -352) 255 NOTE: 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -837/ 2752V -66/ 146H 5.50" 4.40 KDDF ( 625) OVERHANGS: 16.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 32'- 3.0" -1109/ 2738V 0/ OH 5.50" 4.38 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. JT 2: Heel to plate corner = 1.25" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. .. For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 + LATERALLY BRACE TO ROOF DIAPHRAGM MAX LL DEFL = 0.008" @ -1'- 4.0" Allowed = 0.133" MAX TL CREEP DEFL - -0.009" @ -1'- 4.0" Allowed = 0.178" MAX LL DEFL - 0.276" @ 15'- 7.8" Allowed = 1.567" MAX TL CREEP DEFL = -0.530" @ 15'- 7.8" Allowed = 2.089" MAX HORIZ. LL DEFL = -0.079" @ 31'- 11.5" MAX HORIZ. TL DEFL = 0.126" @ 31'- 11.5" Design conforms to main windforce-resisting system and components and cladding criteria. 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, End vertical(s) are exposed to wind, Truss designed for wind loads 0-05-12 in the plane of the truss only. 7-11-11 24-03-05 T ,r T 4-00-03 3-05-12 5-07-10 6-01-06 6-01-06 6-04-14 T f 1'4426.70# T ' , 12 M-7x8(5) 6.00 p M-4x10 5 M-3x8 0.25" M-4x12 M-3x6 6 * 2- 8 9 --0' WWI C M-1.5x3 3 + 0 0 I 0 leery c / im O 1 2' 10 11 12 01 M-3x10 M-3x10 0.25" M-4x6 M-5x8 ##13 �c c1O PRQp4. y ), =M ax),(s) ), y mac.„N 0NGINE -R c$Tj02 7-04-03 8-03-10 8-01-13 8-05-07 J' )' y 89782PE �r 1-04 32-03 JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - CH1 Scale: 0.1871 / A - ^_OREGON WARNINGS: GENERAL NOTES, unless othervn ,se noted: - . ^Q Q' 1.Builder and erection contractor should be edosed of all General Notes 1.This design is based only upon the parameters shown end is for an individual r ��VA t 7 ` '(. �� Truss: CH1 and Warnings before consbucoon commences building component.Applicability of design parameters and proper " 2.2x4 compression web bracing must be installed where shown v. incorporation of component is the responsibility of the building designer. 2.Design assumes the top and bosom chords to be laterally braced at 3.Additional temporary bracing to insure stability during catru nsction 7 o.c.and ab 10'o.c.respectively unless braced t roughoutt heir length by PA U is the responsibility of tw erector.Additional permanent bracing of DATE: 11/17/2015 the overell stricture is there2crd^waa,iddng or soul ec plywood requsheatired when shown) rtlrywen(Bc). responsibility of the buildup designer. 3.2z Impact bridging or laurel bracing required where shown a s SEQ. : K15 3 8141 4.No bad should be applied to any component until after all brecinp and 4.Installation of buss is he responsibility of the respective contracts. fasteners are complete and at no Here should any loads greater than 5.Design assumes busses aretoe used in a noncorrosive environment b TRANS ID: LINK design loads be applied to any component. and are for'dry condition"of use. EXPIRES: 12/31/2016 5.DompuTrus has no control over and assumes no responsibility for the 6.Design�aeeumas full bearing at all supports shown.Shim or wedge if mm fabrication,handing,shipment and installation of components. ry. November 17,2015 7.Passumes sed on botdrah face is providbussed. 6.This design is famished subject to the limitations set forth by B.Plates shall be located on both faces of trues,and placed no thin collier TPINVI'CA in BCSI,copies of which will be furnished upon request. lines coincide with joint canter lines. 9.Digits indcate size of bate in inches. MiTek USA.Inc./ComouTrus Software 7.6.7(1 L(-E This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 32'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 67 2-10=(-787) 2088 3-10=( -93) 106 2x4 ROOF #1&BTR T1 SPACED 29.0" O.C. 2- 3=(-2440) 713 10-11=(-939) 2878 10- 9=( -77) 671 BC: 2x6 KDDF #1&BTR 3- 4=(-2308) 678 11-12=(-824) 2793 10- 6=( -992) 304 WEBS: 2x4 KDDF STAND LOADING 9- 5=( 0) 0 12-13=(-556) 1872 6-11=( 0) 207 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 9- 6=(-2029) 632 11- 7=( -53) 210 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2911) 796 7-12=( -724) 293 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF 7- 8=(-2248) 578 12- 8=( -93) 755 8- 9=( -55) 62 8-13=(-2175) 608 LL = 25 PSF Ground Snow (Pg) 13- 9=( -176) 96 NOTE: 2x4 BRACING AT 29"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -280/ 1520V -65/ 196H 5.50" 2.43 KDDF ( 625) OVERHANGS: 16.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 32'- 3.0" -187/ 1347V 0/ OH 5.50" 2.16 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ** For hanger specs. - See approved plans !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.008" @ -1'- 4.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.009" @ -1'- 4.0" Allowed = 0.178" MAX LL DEFL = -0.128" @ 15'- 7.8" Allowed = 1.567" MAX TL CREEP DEFL = -0.258" @ 15'- 7.8" Allowed = 2.089" MAX HORIZ. LL DEFL = 0.037" @ 31'- 11.5" MAX HORIZ. TL DEFL = 0.062" @ 31'- 11.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads '.. in the plane of the truss only. 10-07-11 21-07-05 T T T 4-00-03 3-05-12 3-01-12 2-11-10 6-01-06 6-01-06 6-04-14 T T T T T T T T 12 5 6.00 D M-4x6 M-7x8(S) M-3x4 0,25" M-3x8 M-1.5x3 4 6 y -7- 8 -/ r w /, < 7 /111411111 ..... xri O O O r a, 0 r PMI ba d 1 2 10 11 T 12 13 o M-3x5 M-3x8 0.25" M-3x9 M-3x8 .( ,„0 PROFF M-7x8(5) )' y ). ), )• �� ANG NEWS' S/QIP y y 7-04-03 8-03-10 8-01-13 8-05-07 y 1-04 32-03 ? :9782PE yr JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - CH2 r ONScale: 0.1856 V WARNINGS: GENERAL NOTES, unless otherwise rervdae note 1742,REGON,ZOt` Q- 1Balder and erection contractor should be advised of all General Notes 1.This design 6 based only upon the parameters shown and is for an individual Builder and Truss: CH 2 and VWmings before conahuetion commences. building component.Applicability of design parameters and proper 7 '9 F y '15 2.2z4 compression web bracing must be installed where shown.. incorporation of component is the responsibility of the building designer. lr. J 3.Additional temporary bracing to insure stability during consbuction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility ro of re erector.Additional permanent bracing of 2'on.and at 1 V cc.respectively unless braced throughout their length by ' 'A U L �` DATE: 11/17/2015 the overall structure is the responsibility of the bribing designer. 2Impactt.sheathinginsuch l bs plywood requsheaired where s and/or crywan(Bc). 3.2x bridging or labral bracing required where shown.. SEQ. : K15 3 814 2 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. than 5.Design assumes trusses are Oa used in a fasteners are complete and at no time should any bads greater nen-corrosive environment. EXPIRES: 12/31/2016 TRANS ID: LINK design loads be applied to any component. and are for'dry condition"of use. fi.Design essumesfull bearing art all supports ahown.Shim orwedge if November 17,2015 5.CompuTrs nohas no control over and assumesresposbiFry ifor the Mcassary fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 8.TMs design is furnished subject to the limitations set forth by 8.Plates shall be lasted on both faces of truss,and placed so their center TPII WTCA 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/ComooTnss Software 7.6.7(11_1-E This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 32'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 67 2- 9=(-707) 2028 9- 3=( 0) 254 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2387) 469 9-10=(-709) 2025 3-10=) -510) 205 WEBS: 2x4 KDDF STAND 3- 4=(-1856) 443 10-11=(-516) 1609 10- 4=( -36) 458 LOADING 4- 5=( 0) 0 11-12=(-366) 1089 10- 6=( -130) 91 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1573) 430 6-11=) -466) 243 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1408) 388 11- 7=( -94) 801 TOTAL LOAD = 42.0 PIF 7- 8=( -102) 116 7-12=(-1533) 435 12- 8=( -176) 98 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -223/ 1519V -113/ 255H 5.50" 2.43 KDDF ( 625) OVERHANGS: 16.0" 0.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 32'- 3.0" -171/ 1347V 0/ OH 5.50" 2.16 KDDF ( 625) ** For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL - 0.008" @ -1'- 4.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.009" @ -1'- 4.0" Allowed - 0.178" MAX LL DEFL = -0.101" @ 13'- 3.4" Allowed = 1.567" MAX TL CREEP DEFL = -0.193" @ 13'- 3.4" Allowed = 2.089" MAX HORIZ. LL DEFL = 0.039" @ 31'- 11.5" MAX HORIZ. TL DEFL - 0.064" @ 31' 11.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 13-03-11 18-11-05 End vertical(s) are exposed to wind, f T T Truss designed for wind loads in the plane of the truss only. 6-10-11 6-01-04 0-03-12 6-00-01 6-03-14 6-07-06 T T TT T T T 12 6.00 D M-4x6 ,5 M-3x4 M-3x5 M-1.5x3 6 7 B -/ d ee 4 M-3x4 /V 3 0o m 0 Lo r 0 a1 ¢ & _1_ r Drs -f 0 2 - 9 1 .25" 11 **12 M-3x5 M-1.5x3 M-3x4 M-3x5 o M-5x8(S) BREI PROFFs b y y 1 b "t cS' b b 6-08-15 6-01-04 9-07-09 9-09-05 y �N: �'iN i N EF�4 /02 1-04 32-03 1X- :9782PE 9c- JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - CH3 . r Scale: 0.1856 '197- iliff T - WARNINGS: GENERAL NOTES, unlessothervnse noted: V F 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon me parameters shown and is for an individual _ •R EGON O• QTruss: CH 3 and warnings before°onsbuwon commences. building component.Applicability of design parameters and proper 2.z:a compression web bracing must w installed shutes shown+. incorporation of component is the responsibility of the building designer. �� 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords m be laterally braced at "9 Uq R y 15 ` is the responsibility of the ereebr.Additional permanent bracing of 7 ova and at 10'o.°.respectively unless braced throughout their length by v continuous bridging such as plywood required ereshown and/or drywall(BC). PA UL � DATE: 11/17/2015 the overall structure is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where sh ++ SEQ.: K15 3 814 3 4.No bad should be applied b any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and area r�'d�condition.of use. 5.ComWTrus has no consul over and assumes no responsibility for the B. *l'bearing at all supports shown.Shim or wedge it EXPIRES: 12/31/2016 rya fabrication,handling,shipmentand installation lie ofcomponents. 7.Design assumes adequate drainage is provided. November 17,2015 8.This design is furnished subject to the limitations set forth by 8.Rates shall be located on both faces of trues,and placed so their center TPI(WICA in BCSI,copies of which will be furnished upon request fines coincide with joint center lines. 9.Digits indicate site of plate in inches. MiTek USA,InciCompuTrus Software 7.6.7(1 L)-E 10.For basis connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by a Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 32'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2391) 615 1- 8=(-770) 2036 8- 2=( 0) 254 11- 7=(-176) 100 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1858) 575 8- 9=(-772) 2033 2- 9=( -513) 192 WEBS: 2x4 KDDF STAND 3- 4=( 0) 0 9-10=(-606) 1630 9- 3=( -33) 458 LOADING 3- 5-(-1574) 548 10-11=(-406) 1098 9- 5=( -134) 80 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1424) 461 5-10-) -466) 301 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -102) 116 10- 6=( -151) 814 TOTAL LOAD = 42.0 PSF 6-11=(-1542) 491 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 POE Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -224/ 1362V -110/ 244H 5.50" 2.18 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 32'- 3.0" -221/ 1347V 0/ OH 5.50" 2.16 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ** For hanger specs. - See approved plans '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 = 0.105" @ 13'- 3.4" Allowed = 1.567" MAX TL CREEP DEFL = -0.193" @ 13'- 3.4" Allowed - 2.089" MAX HORIZ. LL DEFL = -0.040" @ 31'- 11.5" MAX HORIZ. TL DEFL - 0.065" @ 31'- 11.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.2ft, 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, 15-11-11 16-03-05 Truss designed for wind loads f f f in the plane of the truss only. 6-10-11 6-01-04 2-11-12 3-04-01 6-03-14 6-07-06 T T T T T T T 12 4 6.00 p M-4x6 3 M-3x4 M-3x5 M-1.5x3 5 6 7 -, M-3x4 2 H-, \/ .-± m 0 0 0 1** B 9 T 10 *11 I M-3x5 M-1.5x3 0.25" M-3x4 M-3x5 0 M-5x8(S) 1 J' 6-08-15 y 6-01-04 y 9-07-09 y 9-09-05 y �t��`l�G pN Een s/O y 32-03 y Q�� V89782PE7 *-7 JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - CH4 .. „_� <. '•� . • Scale: 0.1964 all WARNINGS: GENERAL NOTES, unless otherwise noted: (.441 ti0) 1.Builder and erection contractor should be advised of all General Notes 1.This design le based only upon Sr.parameters shown and is for an individual S y,L.O R EG ON2 P Truss: CH4 and VJnmings before construction commences building component.Applicability of design parameters and proper 0 2.2x4 compression web bracing must be installed where show„u. incorporation of component is the responsibility of the building designer.er .Q ,q R y 5 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et is the responsibility of the erector.Additional permanent bracing of 7 tr.and at 10 o.c.respectively unless braced throughoutdtor dtr length by continuous sheathing such as plywood sneathingITC) ncUor d ywall(BC). SSA AUL L �` DATE: 11/17/2015 the overall structure is the responsibility of the building designer. 3.Za Impact bridging or lateral bracing required where shown*• �''tt V SEQ. : K 15 3 814 4 4.No bad should be applied to any component until after all bracing and 4.Installation ofnuss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes busses are to be used in a noncorrosive environment, TRANS ID' LINK design bads 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.Designassumes full bearing at°",H'pp its snow".shim or wedge it EXPIRES: 12/31/2016 fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. November 17,2015 6.This design is furnished subject to the Imitations set lath by 8.Plates shall be boated on both faces of buss,and placed so(heir center TPIIWTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches MiTek USA,IncJCompuTrus Software 7.6.7(1L}E 10.For basicoonnector 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 32'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 e TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -187) 237 10-12=(-1069) 2778 10- 1=( -135) 78 15- 5=( -321) 971 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2511) 549 12-13=(-1075) 2774 10- 2=(-3008) 682 16- 5=( -204) 113 WEBS: 2x9 ROOF STAND; 3- 4=(-1979) 989 13-15=( -820) 2190 12- 2=( 0) 192 5-17=( -623) 290 2x6 KDDF #2 A LOADING 4- 5=(-1943) 596 14-16=( -27) 73 2-13=( -610) 270 17- 6=( -50) 298 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1286) 425 16-17=( -539) 1373 13- 3=( -42) 356 17- 8=( -212) 548 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( 0) 0 17-18=( -325) 853 3-15=( -626) 212 18- 8=( 0) 397 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF 6- 8=(-1131) 409 18-19=) -325) 853 4-15=( -206) 107 8-19=(-1451) 417 8- 9=( -145) 166 14-15=) 0) 51 19- 9=( -169) 96 LL = 25 PSF Ground Snow (Pg) 15-16=) -518) 1318 NOTE: 2x9 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 POP LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -180/ 1336V -181/ 3408 5.50" 0.90 KDDF (1985) 32'- 3.0" -200/ 1403V 0/ OH 5.50" 2.29 RODE ( 625) M-1.5x3 where shown; Jts:1,9,9,12,19,18 ** For hanger specs. - See approved plans '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 = -0.122" @ 12'- 6.5" Allowed = 1.567" MAX TL CREEP DEFL = -0.296" @ 12'- 6.5" Allowed = 2.089" MAX HORIZ. LL DEFL = -0.079" @ 31'- 9.5" MAX HORIZ. TL DEFL = 0.096" @ 31'- 9.5" 4-00 14-08 Design conforms to main windforce-resisting 13-07 system and components and cladding criteria. 3-08-08 4-08 4-02-12 2-09-12 3-00-11 6-11-13 6-09-08 Wind: 190 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T f f f f f f f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=1.6, 6.00 M-4x6 End vertical(s) are exposed to wind, 7 M-3x8 Truss designed for wind loads JO 8 9 in the plane of the truss only. M-3x10 rip, D 5 NOTE: LEGDOWN(S) EXIST AT INTERIOR BEARING(S) INSIDE THE BUILDING & ARE NOT CHECKED FOR ANY LATERAL LOADS. DESIGN REQUIRE LEGDOWN(S) IS/ARE NOT EXPOSED TO WIND LOADING. THE DESIGN SHALL BE REVIEWED AND APPROVED BY PROJECT ENGINEER OR M-3x4 + + o QUALIFIED BUILDING DESIGNER FOR ANY LATERAL +@ A 1 LOAD AND LATERAL STABILITY. + p 1 M-5x16X 6 1 2 D- 41 d11141 o A T-1 f. 11 ~~ _ E 10.\ 12 13 0 15: ftlftlim3.4 1} *. M-3x4 0 M-3x8 14 16 17 18 so 19 =M-4x4 M-3x8 M-3x4 M-5x8 ,i‘ 3-10-04 4-02-12 4-06-04 y 2-09-12 2-10-15 7-01-09 6-09-08 y �N5 �NG,INE ,. /7 19 12-05-08 19-09-08 ' , y ' Q :9782PE "22.... 32-03 JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - CH5 Scale: 0.1814 �/� WARNINGS: GENERAL NOTES, unless otherwise noted: 4 9,, OREGON O'� 1Builder 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 ,y of Z [1 Truss: CH5 and Warnings before conebuction commences. building component Applicability of design parameters and •and proper �i 2.234 compression web bracing must be installed where shown i. incoryoration of component is the responsibility of the building tlesigner. R �_ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom charts b be Iateho9 brgcotl>H PA U L V is the responsibility of the erector.Additional permanent bracing of 7 o.e.and et 10'oftrespectively unbar braced throughndl(heir length by DATE: 11/17/2015 he overall structure is the responsibility of he building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3.W Impact bridging or lateral bracing required where shown*:* SEQ. : 1<15 3 814 5 4.No load should be applied to any component unS afar all bracing and 4.Installation oftruss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a non-corrosive environment, EXPIRES: 12/31/2016 TRANS I D: LINK design loads be applied to any seerponent. and are ler.dry condition of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. nary. November 17,2015 7.Designlaesassumes a adequate drainage is provided. 6.This design is famished subject to the limitations set forth by 8.Paas shell be located on both arts of truss and dated so their center TPINJTCA in SCSI,copies of which will be amished upon request lines coincide with joint center lines. 9.Digits indicate arse of plate in inches. MiTek USA.IncJComouTrus Software 7.6.7(1L)-E This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 15'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-7=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-387) 369 TC LATERAL SUPPORT <= 12"OC. CON. 3-4=(-239) 194 .. LOADING 4-5=(-123) 94 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -57) 26 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 377V -119/ 349H 5.44" 0.60 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -207/ 347V 0/ OH 1.50" 0.44 KDDF ( 625) 9'- 11.2" -145/ 240V 0/ OH 1.50" 0.31 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 13'- 11.2" -136/ 232V 0/ OH 1.50" 0.30 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15'- 0.0" -36/ 21V 0/ OH 1.50" 0.03 KDDF ( 625) 6 -/ 6 j0 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 lA 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 = 0.096" @ 3'- 7.4" Allowed = 0.438" MAX TC PANEL TL DEFL = -0.059" @ 2'- 11.8" Allowed = 0.657" MAX HORIZ. LL DEFL = -0.007" @ 13'- 11.2" 12 MAX HORIZ. TL DEFL = -0.007" @ 13'- 11.2" 8.00 4 01 Design conforms to main windforce-resisting system and components and cladding criteria. au Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, of (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), , load duration factor=l.6, o Truss designed for wind loads I 3 o in the plane of the truss only. It m o L1 Pll 1 7.++...-. y' I o M-3x4 J• b b y .<c, 0:1 P R OPS. 1 00 6-00 9-00 SNC? 0AOI NE€#.5, /0 (PROVIDE FULL BEARING;Jts:2,7,3,9,5,6 I /, 9 / 8.782PE r JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - CJ12 • •'' e. . Scale: 0.3208 / • J. WARNINGS: GENERAL NOTES, unless otiervdse noted: (.., 4, TrussC J 12 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 OREGON and Wamings before construction commences. buildng component.Applicability of design parameters and proper 2.era comproman web bracing must be installed where shown+. incorporators or component la to responsibility of the beading designer. �i "' Y ,5 Z (�Q 3.Additional temporary bracing to insure stability during construction 2.Design andatIassumes the top and both=chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of Y o.c. at 1G o.c.respectively unties braced throughout their sll(B by DATE: 11/17/2015 the overall structure is me responsibility continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). pA 1 ' �� dY of the building designer. 3.2s Impact bridging or lateral bracing where shown++ V SEQ. : K 15 3 814 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respect,„contactor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for'dry condition"of use. 5.CompuTrus has no control over and assumes no ro lif for to 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 aponsi dy rye fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. B.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center November 17,2015 TPIAN1CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 7.8.7-SP2 7 L-E 9.Digits indicate size of plate in inches. P ( 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 42-06-00 MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x6 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 67 2-11=(-760) 2387 3-11=( -128) 306 9-16=(-1993) 836 2x9 KDDF #1&BTR T1 2- 3=(-2782) 820 11-12=(-837) 2165 11- 9=( 0) 373 16-10=( -351) 257 BC: 2x6 KDDF SS LOADING WEBS: 2x9 KDDF STAND; 3- 9=(-2669) 825 12-13=(-890) 2170 11- 6=( -112) 263 LL = 25 PSF Ground Snow (Pg) 4- 5=( 0) 0 13-19=(-535) 1225 12- 6=( 0) 978 2x6 KDDF #2 A TC UNIF LL( 50.0)+DL( 19.0)= 64.0 PLF 0'- 0.0" TO 8'- 0.0" V 9- 6=(-2372) 774 19-15=(-532) 1220 6-13=(-3689) 1373 TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 8'- 0.0" TO 92'- 6.0" V 6- 7=( -476) 1222 15-16=(-791) 1678 13- 7=( -966) 680 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0`- 0.0" TO 42'- 6.0" V 7- 8=( -976) 1222 13- 8=(-2736) 1077 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=(-1679) 733 19- 8=( 0) 392 TC CONC LL( 333.3)+DL( 93.3)= 426.7 LBS @ 8'- 0.0" 9-10=( -59) 59 8-15=( -213) 530 NOTE: 2x9 BRACING AT 24"OC UON. FOR 15- 9=( 0) 304 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ALL FLAT TOP CHORD AREAS NOT SHEATHED 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) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0" -437/ 1757V -71/ 196H 5.50" 2.81 KDDF ( 625) OVERHANGS: 16.0" 0.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 22'- 9.8" -1623/ 4026V 0/ OH 3.50" 2.71 KDDF (1985) 42'- 6.0" -600/ 1934V 0/ OH 5.50" 2.29 KDDF ( 625) + LATERALLY BRACE TO ROOF DIAPHRAGM 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.009" @ -1'- 4.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.009" @ -1'- 4.0" Allowed = 0.178" MAX LL DEFL = -0.117" @ 7'- 11.4" Allowed = 1.110" MAX TL CREEP DEFL = -0.219" @ 7'- 11.4" Allowed = 1.481" MAX LL DEFL = 0.057" @ 35'- 10.8" Allowed = 0.954" MAX TL CREEP DEFL = -0.109" @ 35'- 7.3" Allowed = 1.272" MAX HORIZ. LL DEFL = -0.032" @ 42'- 2.5" MAX HORIZ. TL DEFL = 0.051" @ 42'- 2.5" Design conforms to main windforce-resisting 0-05-12 system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-11-11 34-06-05 f f (All Heights), Enclosed, Cat.2, Exp.B, MW FRS(Dir), load duration factor=1.6, 7-11-11 16-06-05 18-00 End vertical(s) are exposed to wind, 4-00-03 3-05-12 7-01-04 7-08-13 f6-06-03 6-06-15 6-07-03 T Truss designed for wind loads in the plane of the truss only. fi426.704 T T T 1' T 12 6.00 [2' M-4x6 M-5x6(S) 45 M-7x10 M-3x6 M-7x8 -M-6x6 M-3x6 6 7 8 9 10 M-1.5x3 r + -1.1CI] WI PP 3 • + O + A r o 0 0 8 C w -/ 2 IM-3x6 M-3x8 ii 0.25" 1l_ 14 15 `16 o M-1.5x3 M-3x4 M-3x8 -- M-7x8(S) M-7x16 SEG PRQp b y y y 7-04-03 7-08-13 7-08-13 6-06-03 y 6-03-07 y 6-10-11 y ��C,��NG�NEc9�i�� 1-04 22-07 0-5-08 19-05-08 9 J' y .1' Q 89782PE r 1-04'PROVIDE FULL BEARING;Jts:2,13,16 I 42-06 • JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - DH1 Scale: 0.1503 ('] /'� WARNINGS: GENERAL NOTES, uHess otherwise noted: -j4_ OREGON O° Truss: DH 1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Y and Warnings before consWction mmmenees. building component Applicability of design parameters and proper 'y,4 �'9 R Y -15 2 2.2c4 compression web bracing must be installed where shown 4. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during consbuceon 2.Design assumes the by and bottomisns braced b he laterally braced et PA U L R� is the responsibility of the erector.Additional permanent bracing of Y o.c.ars at 1G o.c.soot,a respectively unless throughout r dry ell(B by DATE: 11/17/2015 the overall structure is theresponsibility of the building designer. continuous sheathing such as ptywood sheathing(TC)and/or drywall(BC). 3. Impact bridging or lateral bracing required where shown♦+ SEQ. : K 15 3 814 8 4.No loadsh ould In be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc noncorrosive environment TRANS ID: LINK design loads be applied to any component. and are for"city condition.ofuse. EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes tial bearing a[all supporta shown.Shim or wedge t fabrication,handing,shipment and installation of components. necessary. November 17,2015 7.Design assumes adequate drainage is provided. 6.This de sign is furnished subject to the limitations set forth by 8.Plates scall be located on both faces of truss,and placed so their canter TPIANTCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. MiTek USA.Inc./ComouTrus Software 7.6.7(1 Ll-E 9.Digits�maioteN"e,aa e.inches. ,.. This design prepared from computer input by ti Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 67 2-11=(-1389) 2821 11- 3=( 0) 182 9-16=(-2463) 855 r BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-3294) 1196 11-12= 1391) 2818 3-12= -229) 258 16-10= -176 105 WEBS: 2x9 KDDF #1&BTR 3- 4=(-2984) 1112 12-13=(-1385) 3485 12- 4=( -234) 936 ( ) LOADING 4- 5=( 0) 0 13-14=(-1364) 3616 12- 6=(-1123) 363 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2603) 1065 14-15=(-1137) 3096 6-13=( 0) 324 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3557) 1261 15-16=( -714) 1924 13- 7=( -91) 90 TOTAL LOAD = 42.0 PSF 7- 8=(-3404) 1127 7-14=) -398) 266 8- 9=(-2259) 762 14- 8=( -159) 578 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( -78) 85 8-15=(-1217) 499 ALL FLAT TOP CHORD AREAS NOT SHEATHED 15- 9=( -266) 1116 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 16.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 0'- 0.0" -274/ 1948V -98/ 203H 5.50" 3.12 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 42'- 6.0" -218/ 1778V 0/ OH 5.50" 2.84 KDDF ( 625) ** For hanger specs. - See approved plans '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 = 0.009" @ -1'- 4.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.009" @ -1'- 4.0" Allowed = 0.178" MAX LL DEFL = 0.267" @ 18'- 3.6" Allowed = 2.079" MAX TL CREEP DEFL = -0.521" @ 23'- 0.9" Allowed = 2.772" MAX HORIZ. LL DEFL = -0.102" @ 42'- 2.5" MAX HORIZ. TL DEFL = 0.158" @ 42'- 2.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 10-07-11 31-10-05 T 5-04-15 4-11 0-03 12 6-00-12 6-04-08 6-04-08 6-04-08 6-08 T 1' TT T T T T T 12 6.00 p M-4x6 M-5x6(S) 45 M-3x4 0.25" M-3x4 M-3x8 M-1.5x3 y 6 l. 7 3 8 9 10 -/ / i1 /Ns\/re M-3x4 3 + a, t o I O r OLO T gNM 1/ 10 12 13 'f o o -3x8 M-1.5x3 M-3x8 0.25" M-3x4 0.25"5 M-3x8 1e 'T .' D PROptss y b y M-5x6(S) M-5x6(S) y 0NGINEFR /� 5-03-03 4-11 8-01-06 y 7-11-10 y 7-11-10 y 8-03-02 „1- 1-04 �� g 782 P E ��" y y 1-04 42-06 JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - DH2 ilinScale: 0.1492 WARNINGS: GENERAL NOTES, unless othereise noted: ,�-7+ REGON�7� Q• Truss: DH 2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �r9 Al R Y 15 <;.. and Warnings before construction commences. budding component.Applicability of design parameters and proper I T 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of bre building designer. ` 3 Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at �y� is the responsibility of the erector.Additional permanent bracing of Y o.c.and at 10'ea o c.respectively unless braced throughout tapir length by /"' DATE: 11/17/2015 the overall atrucWre is the responsibility of the budding designer. continuous sheathing such as plywood sheathing(TC)anmor drywall(BC). 3.ln Impact bridging or lateral bracing required where shown++ SEQ. : K15 3 814 9 4.No load should be applied to any component until alter 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 assumes busses areto be used in a noncorrosive environment TRANS ID: LINK desgnloedsbeeppedbenYcomponet and are for'drycorMNon"of use. EXPIRES: 12/31/2016 5.CompuTnmhas nocontrol over and assumes noreeponaibilityfor ter 8.Des,gnassumesarilbearingatalleupporteshown.Shimorwedge'rf November 17,2015 fabrication,handling,shipment ne g Anent and irrstepation of components. 7.Desisigngn easssumes adequate drainage is provided. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of buss,and placed so their center TPI/WTCA in SCSI.copes of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MiTek USA.Inc./ComouTrus Software 7.6.7(1 L1-E This design prepared from computer input by w II, Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 92'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 (DIP #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 67 2-11=(-1504) 2821 11- 3=( 0) 182 9-16=(-2463) 919 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3294) 1374 11-12=(-1506) 2818 3-12=( -226) 178 16-10=) -176) 105 WEBS: 2x4 KDDF #1&BTR 3- 4=(-2984) 1334 12-13=(-1603) 3485 12- 4=( -232) 936 LOADING 4- 5=( 0) 0 13-14=(-1512) 3616 12- 6-(-1123) 372 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 4- 6=(-2603) 1250 14-15=(-1239) 3096 6-13=( 0) 324 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3557) 1462 15-16=( -764) 1924 13- 7=( -102) 83 TOTAL LOAD = 42.0 PSF 7- 8=(-3404) 1253 7-14=) -398) 309 8- 9=(-2259) 820 14- 8=( -202) 578 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=) -78) 85 8-15=(-1217) 556 ALL FLAT TOP CHORD AREAS NOT SHEATHED 15- 9=( -309) 1116 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 16.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0" -339/ 1948V -97/ 2048 5.50" 3.12 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 42'- 6.0" -246/ 1778V 0/ OH 5.50" 2.84 KDDF ( 625) 'k For hanger specs. - See approved plans '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 = 0.009" @ -1'- 4.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.009" @ -1'- 4.0" Allowed = 0.178" MAX LL DEFL = 0.288" @ 18'- 3.6" Allowed = 2.079" MAX TL CREEP DEFL = -0.521" @ 23'- 0.9" Allowed = 2.772" MAX HORIZ. LL DEFL = -0.109" @ 42'- 2.5" MAX HORIZ. TL DEFL = 0.158" @ 42'- 2.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 13-03-11 29-02-05 T f1' 5-04-15 4-11 2-11-123-04-12 6-04-08 6-04-08 6-04-08 6-08 T T T T T T T T T 12 5 6.00 p M-4x6 M-5x6(S) M-3x4 y6 k.25" M-8x4 M-9x8 M-1105x3 . d,iiiiiiiiiii/v.\\ ....N...+ 0 M-3x4 3o + , • 0 N i\\ o 44144, O 1/ 11 12 13 ' 14 .. .r /� I -3x8 M-1.5x3 M-3x8 0.25" M-3x4 0.25"5 ````D P�vF�str o M-3x8 16 y y y M-5x6(S) M-5x6(S) �Gj �NOINEFR /O 5 03-03 9-11 8-01-06 7-11-10 y 7-11-10 y 8-03-02 y ��/� 89 782 P E r 1 b 1-04 42-06 • JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - DH3 " "``'' - • Scale: 0.1492 .ems ,_ MI WARNINGS: GENERAL NOTES, unless otherwise noted: ,/1 7, OREGON N. Truss: DH3 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 y.A�I�C/'a RY 15 `fQ. and Wamirgs before construction commences. building component.Applicability of eeeign parameters and proper '''�71 V`C/ 2.2z4 compression web bracing must be installed wham shown 4. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chorda m be laterally braced et �"A U L. Rc is the responsibility of the erector.Additional permanent bracing of 7 o.e.and at ea o.c.respectively unless braced throughout their length by structure is the responsibility of the buDding designer. continuous sheathing such as Plywood sheathing(Te)and/or drywall(BC). DATE: 11/17/2015 the overall struc 3.2x Impact bridging or lateral bracing required where shown♦t SEQ. : K153 8 15 0 4.No load should be applied to any component until alter all bracing and 4.Installation of tares is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment TRANS ID: LINK design loads be applied to any component. and are for nrOe bearing at EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and Installation of components. "° ry. November 17,2015 6.Thio deegn is famished sub' to the limitations set forth byT.Design assumes adequate drainage is provided. lett S.Plates shall be located on both faces of truss,and placed so their center TPINVDCA in SCSI,copies of which will be furnished upon request lines coincide with pint center tines. 9.Digits indicate size of plate in inches. MiTek USA.Inc./CompuTrus Software 7.6.7(1L(-E ; This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 32'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -957) 266 8- 9=(-363) 324 8- 1=(-1319) 372 11- 6=( -82) 793 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND; 2- 3=( 0) 0 9-10=(-539) 1434 1- 9=( -247) 1108 6-12=(-1532) 426 2- 9=( -823) 290 10-11=(-989) 1463 9- 2=( 0) 165 12- 7=( -181) 101 2x4 KDDF STUD A LOADING 4- 5=(-1969) 389 11-12=(-352) 1018 9- 9=( -929) 254 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1234) 349 4-10=( 0) 317 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -124) 141 10- 5=( -20) 105 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PIF 5-11=( -476) 229 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -173/ 1348V -228/ 280H 5.50" 2.16 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 32'- 3.0" -184/ 1418V 0/ OH 5.50" 2.27 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ** For hanger specs. - See approved plans '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 = -0.064" @ 14'- 3.1" Allowed = 1.567" MAX TL CREEP DEFL = -0.123" @ 14'- 3.1" Allowed = 2.089" MAX HORIZ. LL DEFL = 0.029" @ 31'- 11.5" MAX HORIZ. TL DEFL = 0.045" @ 31'- 11.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 5-08-11 26-06-05 Q End vertical(s) are exposed to wind, T Truss designed for wind loads 5-04-15 0-03-12 6-03-14 6-07-10 6-07-10 6-11-02 in the plane of the truss only. 1 TT ' . 1' T 12 6.00 7" M-4x6 M-5x6(S) • 23 M-3x4 0.25" M-3x4 M-1.5x3 4 M-3x4 1 ex- „-k / o A o © 1 Lo0 m tw ba r 9 10 1 -/ 8.. M-1.5x3 M-3x8 0.25" M-3x4 M-3x4 **12 D M-5x6(5) �C��d PROFFsC. s 5-03-03 8-11-15 y 8-10-03 y 9-01-11 y 1' �GNGINEF,4 � � y 32-03 y Q� 89782PE �r JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - DH4 " "'�e<= wil Scale: 0.1893 y WARNINGS: GENERAL NOTES, unless otherwise noted: S. �j�_ OREGONc. �O' Trus s DH 4 1.Builder and a ec on contactor should be advised of all Genets!Nobs This design b based only upon he paremebrm shown and is for en individual 7,d3)[�C//q Y 1 �j4i• and wamings before construction commences. building component Applicability of design parametarm and proper (� 2.254 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the budding designer. _ 3.Additional temporary bating to insure stability during combustion 2.Design assumes the by and codon chorda to be laterally braced at pA •` is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 7/Y o.c.5551,as plywoodly s braced throughout their length by DATE: 11/17/2015 the overall aeaawe is be re continuous sheathing such as sheath iren.)and/or drywall(BC). responsibility of the budding designer. 3.25 Impact bddgirg or lateral bracing required where shown++ SEQ. : K 15 3 8151 4.No bad should be applied to any component until attar all bracing and 4.Installation of buss R the responsibility of the respectve contractor. fasteners are complete and at m time should any bads greater than 5.Design assumes busses are be used in a noncorrosive environment b TRANS ID: LINK designioedsbeappliedtoanycompohent. and are for'dry condition.ofuse. EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and instillationne of componts. "e a"y November 17,2015 8.This design is famished subject to the Fmitations set forth by 7.Design assumes adequate drainage is proceed. S.Plates shall be located on both faces of bum,and placed so their center TPIANfCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MITek USA.InciComouTrus Software 7.6.7(1 L)-E 9.D„®i,tiIQdw,„m,,:i„e,w loom in inches. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 32'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 -968) 323 8- 9=(-399) 325 8- 1=(-1334) 445 11- 6=( -100) 797 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND; 2- 3=( 0) 0 9-10=(-591) 1446 1- 9=1 -317) 1100 6-12=(-1538) 953 2x4 RODE STUD A LOADING 2- 9=( -834) 328 10-11=(-520) 1970 9- 2=( 0) 165 12- 7=( -181) 100 4- 5=(-1474) 938 11-12=(-369) 1020 9- 9=( -927) 266 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1228) 372 9-10=1 0) 324 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -124) 141 10- 5=( -54) 105 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 5-11=( -976) 299 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 29"00 DON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -247/ 1354V -227/ 281H 5.50" 2.17 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 32'- 3.0" -211/ 1922V 0/ OH 5.50" 2.28 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ** For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.064" @ 14'- 3.1" Allowed = 1.567" MAX TL CREEP DEFL = -0.124" @ 14'- 3.1" Allowed = 2.089" MAX HORIZ. LL DEFL = 0.029" @ 31'- 11.5" MAX HORIZ. TL DEFL - 0.045" @ 31'- 11.5" Design conforms to main windforce-resisting system and components and cladding criteria. 8-09-11 Wind: 140 mph, h=23.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 23-10-05 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T load duration factor=1.6, 5-04-15 2-11-12 3-07-14 6-07-10 6-07-10 6-11-02 End vertical(s) are exposed to wind, T f f T f f f Truss designed for wind loads 12 in the plane of the truss only. 6.00 17' 3 M-4x6 M-5x6(S) 2 M-9 x9 0.25" M-3x4 M-1.5x3 Jo 6 w s U M-3x4 1 F ...-k / .-1- o Cil if/ A 0 0 a I tO ei M-1.5x3 M-3x8 0.25'0 11 M-3x9 M-3x4 **12 QED PROFS M-5x6(5) s ), y )' ), )' 5 NG{NE• /0 5-03-03 8-11-15 8-10-03 9-01-11 �GS' !V 7 2 1 32-03 997782PE r JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - DH5 .0--'1-....,,. . t7. • Scale: 0.1893 /'a WARNINGS: GENERAL NOTES, unless othe,ise noted; /� �j4_ OREGON O•�,_ Truss: DH5 t.Wider and erection contractorsheuld he ativ asci of all General Notes Thbdesign abased only upon he parameters shown and is foran individual '1,9 �q by 15 (' ��. and Warnings before construction commences. building component Applicability o,design parameters and prdperfT r 2.214 compression web bracing moat he installed where shown*, incorporation of component is the responsibility of the building',designer. _` 3.Additional temporery bracing to insure stability during construction 2 Design assumes 8a top end bottom chards to he laterally braced nt \ is the responsibility of the erector.Additional permanent brad of 7 o.c.ou et 10'o.c.respectively unless braced(TC)an throughout length by PAUL U R DATE: 11/17/2015 the overeR structure N the reng continuous sheathing such as plywood sheabing(TC)and/or drywall(BC). responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown n+ SEQ. : K' 5 3 815 2 4.No bad should be applied to any component until after all brecirg and 4.Installation of truss is the responsibility of the respective contractor. fasteners are compote and at no time should any bads greater than 5.and assumes busses are to she used in a nanca�>ave environment EXPIRES: 12/31/2016 TRANS I D: LINK design loads be applied m any component and ere br'dry condition'.of use. 6.Design assumes full bearing at all supportsshown.Shim or wedge if 5.ComWTrus has no control over and assumes no responsibility far the mrem fabrication,handling,shipment and installation of components. mo. November 17,2015 6.This design is famished subject to Ste limitations set forth by7.Design assumes adequate drainage is provided. 8.Plates shall be located on both faces of buss,and placed so their center TPIMNCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA.IncJComeuTrus Software 7.6.7(11_1-EB.Digits size of:., in^n^I,res.,Qc ass cso_,,,,cso_,oaa ree,reo-: This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 14'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDE/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-7=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-375) 340 TC LATERAL SUPPORT <= 12"OC. UON. 3-9=(-226) 169 LOADING 4-5=( -98) 61 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -31) 0 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 6.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -113/ 3428 5.50" 0.60 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -202/ 340V 0/ OH 1.50" 0.44 KDDF ( 625) 9'- 11.2" -157/ 262V 0/ OH 1.50" 0.34 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 14'- 0.0" -97/ 171V 0/ OH 1.50" 0.22 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 5 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" b MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.000" @ 14'- 6.0" Allowed = 0.050" MAX TL CREEP DEFL = -0.000" @ 14'- 6.0" Allowed - 0.067" MAX TC PANEL LL DEFL = 0.047" @ 3'- 7.4" Allowed - 0.438" MAX TC PANEL TL DEFL = -0.060" @ 2'- 11.9" Allowed = 0.657" MAX HORIZ. LL DEFL = -0.006" @ 13'- 11.2" 12 4 MAX HORIZ. TL DEFL = -0.006" @ 13'- 11.2" 8.00 Design conforms to main windforce-resisting system and components and cladding criteria. , o Wind: 140 mph, h=24ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, 3 p Truss designed for wind loads ti in the plane of the truss only. 00 a I 1 -� f o M-3x4 b l y b ��Ep P R pFss 1-00 6-00 8-06 �N N..X -""FR >O (PROVIDE FULL BEARING;Jts:2,7,3,9,5I W ct' :9782PE 44/ 9r JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - DJ12 • . Scale: 0.3230 ,,Ve: WARNINGS: GENERAL NOTES, unless otherwise noted: 6.., '` AIN Truss: DJ 12 1.Builder and erection contractor should be advised of all General Notes 1.This design blessed only upon the parameters shown and is for an individual ' •REG ON ^' and YWmings before construction commences. building component.Applicability of design parameters and proper 2.tad compression web bracing must be installed when,shown+. incorporation of component is he responsibility of he building designer. �•yf.77-1r �,4 e y A b Z�� 3.Additional temporary brining to insure stability during construction 2.Design assumes the top end bosom chorda to Mroughlaterally braced at 7 N to responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o.e.respectively unless braced throughout and/(Mir length by L DATE: 11/17/2015 the overall structure b the responsibility buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywati(BC). '1 PA U L Vk\ y of the buildi 3. Impact bridging or lateral bracing required where shown++ SEQ. : K15 3 815 3 4.No blad should be applied to any component until after all bracing and 4.Installation of trues is he respon sibiliy ofte respective contactor. fasteners are complete end at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design bads be applied to any component and are for•dry condsion•of use. 5.CompsTtus has no control over and assumes no reeporaibily for the 6.Design assumes full Maung at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 fabrication,handling.shipment and installation of components. neassery. 7. assumes 8.This design is furnished subject to the limitations set forth by 8.PlatesDesign nshall orated on both faate ces'of trus ss,and placed so their center November 17,2 15 TPIIW1 CA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. Mack USA,InclCompuTrus Software 7.6.7SP2(1 L)-E t.Digits indicate size of pate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(Wet) This design prepared from computer input by • PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 29'— 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE — 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=24ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSP load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 19-06 14-06 12 IIM-4x4 12 8.00 3 Q 8.00 00 c. llIlI11I1IiIIiIi 4 0 4. """ M-3x5(S) M-3x9 M-3x4 y 12-00 y 17-00 y ED PRQF z9 00 ��. GINE.9 uja�y 8•782 E 91-- JOB NAME : WESTWOOD PL2884—B HOGGANS PARK — E1 Scale: 0.2622 , •1./ -- WARNINGS: GENERAL NOTES, unless otherwise noted: Truss: El 40 1.Builder and erection contactor should be advised of all General Nobs 1.This design is based only upon the parameters shown and is ter an individual y OREGON O°" and Waminga before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing must be instated where shown 5. incorporation of component re the responsibility of the building designer. 9Ottlr 3.Additional temporary bracing to inure stability during constudion 2.Design assumes the by and bottom chorda m d laterally braced at '"A Ciq R Y 1`� Z �, r asseht ge nrespectively 1,a00d sheathing(TC)braced throughout u<their enati,by I J is the responsibility of the erector.Additional pamraneM bracing of continuousnd sheathingsuch as plywood and%or drywall(BC). PA UL R DATE: 11/17/2015 the overall st icbae is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown t c SEQ. : K 15 3 815 4 4.No bad should be applied to any component until after all bracing and 4.Installation of bass is the responsibility of the respective contractor. fasteners are compete and at ne time should any bads greater then 5.Design assumes busses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no respons bitty for the 6.Design assumes full bearing et all supports shown.Shim or wedge if EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is prodded. November 17,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of tru55,and paced so their center TPIM?CA in SCSI,copes of which will be furnished upon request lines coincide with joint center Imes. 9.Digits indicate bac of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) a This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 29-00-00 GIRDER SUPPORTING 42-06-00 FROM 0-00-00 TO 23-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 ROOF SS LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-18839) 4239 1- 8=(-3432) 15456 8- 2=( -990) 9602 11- 6=(-2535) 630 BC: 2x8 KDDF SS 2- 3=(-15153) 3986 8- 9=(-3426) 15432 2- 9=(-3921) 954 6-12=( -597) 2931 WEBS: 2x9 KDDF #1&BTR; 2x6 KDDF #1&BTR A LOADING 3- 9=(-11697) 2757 9-10=(-2694) 12914 9- 3=(-1349) 5916 LL = 25 PSF Ground Snow (Pg) 4- 5=(-11694) 2757 10-11=(-2646) 12213 3-10=(-5082) 1236 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 29'- 0.0" V 5- 6=(-14910) 3429 11-12=(-3141) 14208 10- 9=(-2952) 12600 TC LATERAL SUPPORT <= 12"OC. DON. BC UNIF LL( 506.2)+DL( 369.2)= 870.5 PLF 0'- 0.0" TO 23'- 0.0" V 6- 7=)-17339) 3888 12- 7=(-3199) 19223 10- 5=(-9713) 1199 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 23'- 0.0" TO 29'- 0.0" V 5-11=(-1292) 5967 ADDL: BC CONC LL+DL= 1432.0 LBS @ 23'- 0.0" 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" -3013/ 13368V -222/ 222H 5.50" 21.39 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 29'- 0.0" -2290/ 10062V 0/ OH 5.50" 16.10 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ( 3 ) complete trusses required. MAX LL DEFL = -0.123" @ 10'- 1.3" Allowed = 1.404" Attach 3 ply with 3"x.131 DIA GUN `"' HANGER BY OTHERS TO APPLY CONC. LOAD(S) EQUALLY MAX TL CREEP DEFL = -0.269" @ 10'- 1.3" Allowed = 1.872" -1'--- nails staggered: TO ALL MEMBERS. PROJECT ENGINEER TO REVIEW AND INSURE 9" oc in 2 row(s) throughout 2x6 top chords, THAT CONNECTION TRANSFERS LOAD TO PLY OPPOSITE HANGER. MAX HORIZ. LL DEFL = 0.043" @ 28'- 6.5" 4" oc in 2 row(s) throughout 2x8 bottom chords, MAX HORIZ. TL DEFL = 0.076" @ 26'- 6.5" 9" oc in 1 row(s) throughout 2x4 webs, n/�/ 9" oc in 2 row(s) throughout 2x6 webs. + LATERALLY BRACE TO ROOF DIAPHRAGM /xv)(VX\ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=24ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14-06 19_06 load duration factor=1.6, 6-01-12 4-03 4-01-04 4-01-04 4-03 6-01-12 T End vertical(s) are exposed to wind, Truss designed for wind loads f f f f f f f in the plane of the truss only. 12 12 8.00 M-4x10 Q 8.00 4.0" M-3x63, ,,,M-3x6 M-3x6 M-3x6 2 A ' i M-6x16 All M-5x16 o Qkk...A1 r ►�C 11Y�I�Y�I� 98■M Y " a 0 1 8 9 10 11 12 7 p I M-3x10 M-4x10 =M-10x10 M-4x10 M-3x8 I 0 M-7x8(S) ** 11932# 0 �'ED PRQFF b 1 ). y b 7 1 .�G cg's ,I• 6-00 4-01-04 4-04-12 4-04-12 4-01-04 6-00 is �r.NGIN EF,9 �� y 16-00 y 13-00 y z9 00 Q 89782PE 7,-...... r • JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - EGIRD AIM Scale: 0.1504 WARNINGS: GENERAL NOTES, unless othhenvise noted: , 'T, OREGON , ` Truss: EGIRD 1.Builder and erection contractor should be advised of as General Notes t.This design is based only upon the parameters shown and is for an individual eJ I ^� • and Warnings before construction conenencea. building component Applicability of design parameters and proper .9, Ci 1 RY. 15 2 4 2.2H4 compression web bracing must be installed where shown 0. incorporation of component is the responsibility of the budding assigner. UL \_ 3.Additional temporary bracing to insure stability during construction the top and bottom chords to laterally braced at � 2.Design assumes � v is the responsibility of the erector.Additional permanent bracing of 7 o.a and et 1(f a.c.respectively unless braced throughout their length by DATE: 11/17/2015 me overall eco ore is me responsibility Orme barbing assigner, continuous sheathing such as plywood sheathing(TC)and/or drywaalBC). 3.2s Impact bridging or lateral bracing required where shown++ SEQ. : K15 3 815 5 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 am complete end at no time should any bads greater than 5.Design assumes trusses are t be used in a non-corrosive environment, fr•trycondition•ofuse. EXPIRES: 12/31/2016 TRANS ID: LINK design loads hoapptiedteany camponsnt. and are 5.CompuTn s hes no control over end assumes no responsibility for the 8.nDee assumes full bearing et all opposite shown.Shim or wedge if teary November 17 2015 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of been,and placed so their center TPIAVTCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of bate in inches. MiTek USA.I nc./ComouTrus Software 7.6.7(1 Ll-E This design prepared from computer input by e PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-9=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-58) 27 TC LATERAL SUPPORT <= 12"OC. UON. LOADING e 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" -65/ 301V -15/ 59H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -30/ 25V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" 1-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" f ,r MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed - 0.054" MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed - 0.072" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 8.00 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, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. '' a 0 CO 0 .11 0 0 0 I 2► y 1 M-3x4 1 ). y 1-00 2-00 (PROVIDE FULL BEARING;Jts:2,4,3 _`, N9,�� P R 0Ffiss 0G1Neeq ' ' 89782PE -17r JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - FJ1 • .{�A Scale: 0.6860 .;1 �•� / ` ) • WARNINGS: GENERAL NOTES, unless otherwise noted Truss: FJ1 1.Builder and erection contractor should be advised of ell General Notes 1.This design is based only upon the parameters shown and is for an individual `y O R EGO N 'may and Warnings before construction commences. building component Applicability of design parameters end proper Q 2.2x4 compression web bracing moat be instilled where shown+. incorporation of component is the responsibility of tiny building designer. �)� &tea I �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 7 Al V, length by o is the responsibility of the erector.Additional permanent bracingof 2' .c.and at o.c.respectively unless braced throughoutt sir DATE: 11/17/2015 the overall structure is the responeibAity of the building designer. continuous sheaue thing such as plywood sheathing(TC)and/or drywall(BC). lr AA U.L R`� 3.2x Impact bridging or labral bracing required where shown++ SEQ. : El5 3 815 6 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater then 5.Design assumes busses aro to be used in a noncorrosive environment, TRANS I D: LINK design bads be applied to any component and are for"dry condmon•of use. 5.COTW Ton has no control over and assumes no responsibility for the 6.Design assumes hal bearing et all supporta shown.Shim or wedge H EXPIRES: 12/31/2016 mmestrafabrication,handling,shipment and installation of components. ry. 6.Thisdesignislnrr„shedsubecttothelimitationssetforthby Designsa,.meaadeddrainageisbossean d. November 17,2015 6.deletes shall be located on both faces of boss,and placed so their center TPINVTCA in SCSI,copies of which will be famished upon request lines coincide with joint center lines. MITek USA,IncJCom uTms Software 7.8.7-SP2 1 L-E 9.Digits indicate size of pate in inches. p ( 10.For basic connector plate design values see ESR-1311.ESR-1986(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 2'- 1.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #168TR LOAD DURATION INCREASE = 1.15 1-2-) BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-58) 27 2 4=(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -63/ 302V -16/ 61H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -30/ 25V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 1.5" -20/ 46V 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 29 "oc spacing. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL-L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed - 0.059" MAX TC PANEL TL DEFL - -0.001" @ 1'- 3.9" Allowed = 0.190" 3 MAX HORIZ. LL DEFL - -0.000" @ 2'- 0.8" MAX HORIZ. TL DEFL - -0.000" @ 2'- 0.8" 12 8.00 ' Design conforms to main windforce-resisting ' system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, r (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. I 0 , 111111111111111110 0 2/ 4 _. 1 M-3x4 y 1-00 y 2-00 0-01-08 -(QED PROF-4.- 1-00 (PROVIDE FULL BEARING;Jts:2,4,3 [iNGI N EF.4 /0 Q� :997782PE 9r JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - FJ2VI' • Scale: 0.9568 I�r '` WARNINGS: GENERAL NOTES, unless ot eneeenoted: �,r)t_ OREGON Ooh Truss: FJ2 1.Builder and erection contractor should be advisee Oran General Noma 1.Thhdesign's based only upon the parameters shown and is nonan individual �a��V�� and Waminga before construction commences. building component.Applicability of design parameters and proper "'7/ 2.2s4 compression web bracing must be installed where shown+, incorporation ofcomponent is the responsibility of the building designer. ` 3.Additional temporary bracing to insure stability during construction ebe laterally braced at a� 2.Design assumes the top end bottom chorda to � Pc-1\ : is the responsibility of the erector.Additional permanent Dittoing M 2 o.e.and at 1d o.e.respectively unless Dread throughout length by �.! 1�droit DATE: 11/17/2015 the overfill structure is the reepo s bN ty of the building designer. continuous sheathing such as plywood sheathing(TC)anNor drywall(BC). 3.2c Impact badging or lateral bracing required where shown++ SEQ. : K 15 3 815 7 4.No bad should be applied to any component twit afar all bracing and 4.Installation of toss is the responsibility of the respective contactor. festenow ere complete end et no lime should any bads greeter 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'drycondition•ofuse. EXPIRES: 12/31/2016 5.CompuTrus has no control over end assumes no responsibility fords 8.Design assumes full beating et all supporta shown.Shim or wedge d fibrketion,handling,shipment and installation of components. ne signee. November 17,2015 7 6.This design is furnished subject to the limitations set forthby .Design assumes adequate drainage is provided. S8.Plates shall be boated on both hoes of buss,and placed so their center TPINVTCA in BCS(,copies of which will be furnished upon request. lines coincide with joint canter lines. MiTek USA.Inc./ComouTrus Software 7.6.7-SP2(1L1-E 9.r..��e`„am,„,`e„ot,M„aaeeiK;, h,°°;,,, This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-4-(0) 0 BC: 2x4 RODE #1&BTR SPACED 24.0" O.C. 2-3=(-58) 28 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -64/ 301V -15/ 59H 5.50" 0.98 RODE ( 625) 1'- 9.2" -30/ 25V 0/ OH 5.50" 0.09 KDDF ( 625) LL = 25 PIE Ground Snow (Pg) 2'- 0.0" -18/ 92V 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 - 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.059" MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.000" @ 1'- 11.2" 3 -/ MAX HORIZ. TL DEFL = -0.000" @ 1'- 11.2" 12 Design conforms to main windforce-resisting 8.00 m 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), r load duration factor=l.6, 0 1 End vertical(s) are exposed to wind, oTruss designed for wind loads I in the plane of the truss only. r o a I /1111111111111111 o 2► 4' 1 M-3x4 y 1-00 y 2-0o y (,`t`Q,E0 PROFFcS+6, (PROVIDE FULL BEARING;Jts:2,4,3I c�5 `i`GI NEER /0 Q 89782PE -r? JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - FJ2G IC;t:;;\47; ;; • • Scale: 0.9690 WARNINGS: GENERAL NOTES, unless otherwise noted: ' =v4,OREGOi T N( Truss: FJ2G Builder and eredonconrecorshould beadvised a(aAGeneral Notes This design lebased only upon Mepare eters shown and isfor anindividual 'I/90VCCC///'A?RY A5 and Nkmings before construction commences. bullring component Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. `_ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et "I)'AUL R v is the responsibility of the erecter.Additional permanent bracing of 2.....and at 70'Data respectively unless braced throughout their length by DATE: 11/17/2015 the overall structure is heresponsibility o/the building designer. continuous sheathing such as plywood sheathing(TC)and/or dryxall(BC). 3.2z Impact bridging or leterel bracing required where shown++ SEQ. : K15 3 815 8 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is Me responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than S.Design assumes trusses are to be used in a non-corrosive environment, EXPIRES: 12/31/2016 TRANS I D: LINK design loads be applied to any component, and are for'dry condition'of 5.CornpuTrushas nocontrol over and emth assumes B.Design°° " °follb.adrgatallmrpporteshown.3himarwedg.d November 17,2015 mam fabrication,handling,shipment and installation of components. 7.Design DesignBry assumes adequate drainage is provided. S.This design is famished subject to the limitations set forth by S.Plates shall be located on both faces of truss,and placed so therz center TPINJTCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. S.Digits indicate size of plate in inches. MiTek USA.Inc./ComouTrus Software 7.6.7(111-E This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 3'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #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=(-61) 29 ' TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 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" -54/ 292V -15/ 59H 5.50" 0.97 KDDF ( 625) 1'- 10.9" -38/ 48V 0/ OH 1.50" 0.08 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 0.0" 0/ 25V 0/ OH 5.50" 0.04 KDDF ( 625) o 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" 1-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" A1111 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.028" 11111111111 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.038" MAX BC PANEL LL DEFL = 0.003" @ 1'- 5.1" Allowed = 0.104" 12 MAX BC PANEL TL DEFL - -0.002" @ 1'- 6.2" Allowed = 0.139" 8.00 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. 3 -/ Wind: 140 mph, -0.003, T@ -1'- 0.0.AlBCDL ASCE 7-10,. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads •••••01110°°°°°°°°1 in the plane of the truss only. 0 m 0 I 0 0 1 M-3x9 )' )' y 1-00 3-00 (PROVIDE FULL BEARING;Jts:2,3,4 I .f(y,0 PR Ope, 0NGINEF9 /Q.. 2 Q 89782PE �r JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - GJ1 • Scale: 0.6849 '-.1 T WARNINGS: GENERAL NOTES, unless otherwise noted: V Truss: GJ 1 Builder and enaction contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 'V OREGON d',. and Warnings before construction commences. building component Applicability of design parameters end proper Q' 2.Zc4 compression web bracing must be installed where shown+. incorporation of component is Bre responsibility of the building designer. Uq RY 6 2 Q. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced et L1 �j- is the responsibility of the erector.Additional permanent bracing of Y o.c.end at 10'ata respectively unless braced throughout their length by J V DATE: 11/17/2015 the overall structure is the responsibility continuous sheathing such as plywood sheathing(TC)andior drywall(BC). �, A �` sPons+ dY of the building designer. 3.Zr Impart bridging or lesrel bracing required where shown Cu n SEQ. : K15 3 816 0 4.No bed should be applied b any component until after all bracing and 4.Installation of buss's the responsibility of the respective contractor fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment TRANS I D: LINK design loads be applied to any component and are for"dry condition.of use. S.cossp me has no control over and assesses noresponsibility forthe 6.Design assumes fun bearing at all supports shown.Shim or wedge if wry. EXPIRES: 12/31/2016 fabrication,h.ndlmg.ehipmentandinstedationcfcomponsnts. 7.Designee,umesadequatedrainageisprovided. November 17,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANI-CA in SCSI,copies of which will be furnished upon request, lines coincide with joint center lines. 9.Digits indicate sine of date in inches. MiTek USA,InniCompuTrus Software 7.6.7SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TO: 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=(-68) 43 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" -48/ 306V -22/ 78H 5.50" 0.99 KDDF ( 625) 2'- 9.2" 0/ 39V 0/ OH 5.50" 0.05 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 0.0" -32/ 72V 0/ OH 1.50" 0.12 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed - 0.133" 3 MAX TC PANEL LL DEFL = 0.004" @ 1'- 9.4" Allowed = 0.197" MAX TC PANEL TL DEFL = -0.003" @ 1'- 9.4" Allowed = 0.295" MAX HORIZ. LL DEFL = -0.000" @ 2'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 2'- 11.2" 8.00 12 ' Design conforms to main windforce-resisting system and components and cladding criteria. t` Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Iload duration factor=1.6, o End vertical(s) are exposed to wind, NTruss designed for wind loads in the plane of the truss only. N /- o I APAIAMIMINIMIMIMIII0 0 2 9 1 M-3x4 y l y 1-00 3-00 ```'`D PROpts 'PROVIDE FULL BEARING;Jts:2,4,3 ��5,� �NG{NE�c9 `ri0 �, 2 ` 89782PE 9 ' r' JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - GJ2 " "`� = Scale: 0.8605 y WARNINGS: GENERAL NOTES, one's otherwise noted: 9 '14 O REGON1 �Os Truss: GJ2 Builder and erection contractor should be advised of eM Generel Notes This design's based only upon the parameters shown end is for en i x dual a+''�/�V i 15 �� and Warnings before construction commences. building component.Applicability of design peremeters and proper /9a 2.704 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the buAtling designer. \ 3.Additional tem ngM g construction 2.Design assumes the tap and boftsw chords m he laterally bated at /1.-- PAUL R temporary bracing to insure stability during 7 0.c.and at 10'o.c.respectively unless braced throughout Weir length by ie the responsibility of the erector.Additional permanent bracing of continuous sheathingplywood sheathing(TC)entllar tlrywell ). DATE: 11/17/2015 the overall structure is the responsibility of the building designer. such l b 4.No bad should be�applied 3.In biped truss sirtataralbadrgty of the where showncontractor. fasteners are complete end at no time should any beds greeter than 5.Design assumes trusses are to be used in a noncorrosive environment TRANS ID: LINK design loads be applied to any component and are for'dry condition•ofuse. EXPIRES: 12/31/2016 5.CompuTna:has no control over and assumes no responsibility ler the e.Design assumes yil bearing at Cl supports shown.Shim or w.dge d November 17,2015 fabrication,handling,shipment and insbAation of components. ^e 7.Designgn assumes adequate drainage is provided. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of boss,and placed so their center TPIAARCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of pate in inches. MiTek USA.Inc./ComouTrus Software 7.6.7(10-E This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 10'- 6.5" !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1SBTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. a TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. 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. 1 5-03-04 5-03-04 1' 1' 1' 12 12 IIM-4x4 8.00 137 Q 8.00 3 of 2AlIlI4•,, Irigillililla0 OI //////////////////////////////////////////////////////////////////////////////////A 1 O 1 O M-3x9 M-3x4 y b y y 1-00 10-06-08 1-00 �`,' ��NG I Et�ROp q`r/0 89782PE v' JOB NAME : WESTWOOD PL2884—B HOGGANS PARK — H1 . .• —.._.-0 . -� • , Scale: 0.5181 - WARNINGS: GENERAL NOTES, unless otherwise noted: v Truss: H 1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual OREGON 1'.• and Warnings before construction commences. building component.Appliabbity of design parameters and proper 2.Dc4 compression web bracing must be installed when shown+, incorporation of component is Bre responsibility of the building designer. 0 3.Additional temporary bracing to insure stability daring construction 2.Design assumes the top and bottom chords to be laterally braced at '9,4= i�y 5 Z t� T o.c.and at 10'oc.respectively unless braced throughout their length by ♦� N B e responsibility"the erector.Additional permanentbndng of continuous s cathing such as plywood sheat ing(To)and/or drywall(BG). pA UL DATE: 11/17/2015 the overall structure N to responsibility of the building designer. 3.2c Impact bridging or lateral bracing required where shown++ SEQ. : K15 3 816 3 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners ere complete and at no time should any bads greater than 5.Design assumes busses are to be used in a noncorrosive environment TRANS ID: LINK design loads be applied to any component and anter dry conditionoraae. B.Design assumes full beating at allr supports shown.Shan car wedge if 5.CompuTrus has no control over and assumes no responsibility for the EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 17,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both feces of truss,and placed so their center TPIIWTCA in BCSI,copies of which will be furnished upon request lines coinede 04th joint anter lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MTek) This design prepared from computer input by PACIFIC LUMBER: Larry M v LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDE/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR 1-2=( -17) 44 1-6=(-15) 253 1-2=(-935) 68 WEBS: 2x4 KDDF STAND; SPACED 24.0" O.C. 2-3=(-365) 112 6-4=(-15) 253 6-3=( 0) 222 2x6 KDDF #2 A 3-9=(-408) 92 e 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"01. SON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LETINS: 2-00-00 0-00-00 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -50/ 419V -75/ 68H 5.50" 0.67 KDDF ( 625) OVERHANGS: 0.0" 12.0" 10'- 0.0" -80/ 547V 0/ OH 5.50" 0.87 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP COND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing. ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. I 9 ppatio VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.043" @ 1'- 6.5" Allowed = 0.454" MAX TL DEFL = 0.046" @ 1'- 6.5" Allowed = 0.606" MAX LL DEFL = -0.002" @ 11'- 0.0" Allowed = 0.100" 4-08-12 5-03-04 fMAX TL CREEP DEFL = -0.003" @ 11'- 0.0" Allowed = 0.133" f MAX HORIZ. LL DEFL = 0.002" @ 9'- 6.5" 1-09 2-11-12 5-03-04 f f fMAX HORIZ. TL DEFL - 0.003" @ 9'- 6.5" 12 12 8.00 I IM-4x4 Q8.00 Design conforms to main windforce-resisting 3 9,0" system and components and cladding criteria. NIAlla Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x9 00 M ti 1 � oN. I -/1 I� 1* 6 OB:244 .6o M-3x8 M-1.5x3 M-3x4 0 y b b 4-08-12 5-03-04 )' 10-00 y 1-00 yP R r.ch, ©ESsGI NE-e„ /O 9782PE 444 { JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - H2 .. '.� Scale: 0.4485 aill WARNINGS: GENERAL NOTES, unless otherwrce noted: Truss: H2 1.Balder and erection contracarshould beadvised ofall GenarelNotes This design is based onyupon heparemearoshown and isle an individual 1;.S,�OREGO181 and warnings before construction ction commences. building componentApplicability of design penmtemrs and proper 2.So4ompressionweb bracing must be installed where shown+. inorporationofcomponent isthe responsibiliyofthe building designer. '9L) '9RY 1.5 _`�j� 3.Additional temporary bracing to insure stability during construction 2.Design andiassumes the top and bottom res braceda m be throughouty braced et 7 V a the responsibility of the erector.Additional permanent brecing of 7 o.e. at 1d o.c.respectively unless their length by continuous sheathing such as plywood sheath ` DATE: 11/17/2015 the overall structure is the responsibility of the building designer. Impact bridging or lateral bracing required here)and/or drywall(BC). it PA U L R SEQ.: K1538164 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a nonunoreve environment, TRANS ID: LINK design loads be applied to any component. and are ror.dry condrbon•of use. 5.CompuTrus has no conga over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge d EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. ne�asay. 8.This designisfurnishedeubecttobelimitationssetforthby on�a�•albebes ad.deothfceioSuss,a November 17,2015 8.Plates shall be located e both faces of trues,and placed so their center TPINVECA in SCSI,copies of which will be furnished upon request, lines coincide with joint cellar lines. MiTek USA,Inc./CompuTrus Software 7.8.7SP2 i L-E B.Digits indicate size of plate in inches. ( 10.For basic connector plate design values see ESR-1311,ESR-1988(Mack) 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: 2x4 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-9=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-53) 54 TC LATERAL SUPPORT r- 12"OC. CON. 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" -82/ 295V -12/ 53H 5.50" 0.47 KDDF ( 625) 1'- 4.9" -88/ 104V 0/ OH 1.50" 0.17 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.001" @ 0'- 10.2" Allowed = 0.073" 1-05-10 MAX TC PANEL TL DEFL = -0.001" @ 0'- 10.7" Allowed = 0.110" f fMAX BC PANEL LL DEFL = 0.006" @ 2'- 8.6" Allowed = 0.254" MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.339" 12 MAX HORIZ. LL DEFL - -0.000" @ 1'- 4.9" 8.00 r7 MAX HORIZ. TL DEFL - 0.000" @ 1'- 4.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 -/ load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 o I 0 o ,-1-1 a 0 I 2► 11110-7.=14 4 1 M-3x9 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 .1 6-00 RP lope ��5 �NGINEF9 /� 44, ct 89782PE r JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - J1 • Scale: 0.6771 '.1 .- !'./ \'' ::.11 y7• A YYY ` 7 WARNINGS: GENERAL NOTES, unless otherwise rested: • Truss: Jl 1.Builder and erection contractorahouldbeadvisedofallGeneralNobs 1.This design is based only upon Me parameters shown and is for an individual y OREGON �' and Wamirga before construction commences. buikfing component.Applicability of design paremetes and proper O Q� 2.2t4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. �� Z '4` 3.Atltlaonal temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Pt y A5 is the responsibility of the erecter.Additional permanent bracing of 7 cc and at 1d o.c.respectively antras braced throughout their length by J DATE: 11/17/2015 the overall structure is the recontinuous sheathing such as plywood sheathing(TC)sudor drywan(BC). responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+a Aq U L SEQ. : K15 3 816 5 4.No load should be applied to any component until after all bracing ant 4.Installation of tons is the responsibility of the respective contractor. fasteners are complete and atm time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment TRANS ID: LINK design loads be applied to any component. and are for"dry condition'of use. 5.Comps Trus has no control over and assumes no responsibility for the B. aseanae foil bearing at all supports shows.Shin,or Wedge if EXPIRES: 12/31/2016 fabrication,handing,shipment and installation of component. 7.Design assumes adequate drainage is provided. 6.TMs design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center November 17,2015 TPIPNTCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.8.7-SP2(1 10.For basic L)-E 9.Digits indisize of plate in inches. connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 BC: 2x9 KDDF #1&BTR 1-2=( 0) 63 2-9=(0) 0 SPACED 29.0" O.C. 2-3=(-62) 53 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" -93/ 318V -23/ 89H 5.50" 0.51 KDDF ( 625) 2'- 10.9" -116/ 112V 0/ OH 1.50" 0.18 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 52V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'GOND. 2: Design checked for net(-5 psf) uplift at 29 "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 = 0.000" @ 0'- 0.0" Allowed - 0.129" 2-11-10 MAX BC PANEL LL DEFL - 0.007" @ 2'- 8.6" Allowed = 0.254" T MAX TC PANEL TL DEFL = -0.007" @ 1'- 8.2" Allowed = 0.292" MAX BC PANEL TL DEFL = -0.028" @ 3'- 3.8" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.000" @ 2'- 10.9" 8.00 MAX BORIS. TL DEFL = 0.000" @ 2'- 10.9" 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, 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. r1 0 c 0 I N O 1 C O 1 M-3x4 1 1 1 1-00 'PROVIDE FULL BEARING;Jts:2,3,9 16-00 RPoFFOpt- A;‹, sGINF /Oc � � ma`r :9782PE c' JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - J2 • �. Scale: 0.6271 ,,r WARNINGS: GENERAL NOTES, unless otherwise noted: 1% III Truss: J2 Builder anderection contactor should be ad sail of al Goners!Notes 1.This design is based only upon the parameters shown and is for en individual TA, •RECON and VVamings before construction commences. building component.Applicability of design parameters and proper �j. 2.34 compression web bracing must be installed where shown+, incorporation of component is de responsibility of the building designer. ��, �4 py 4 Z�"I 3.Additional temporary brecing to insure stability during construction 2.Design assumes de top end bottom dentis to be laterally braced at t is the responsibility of be erector.Additional permanent bredng of 7 a.c.ou at 10'o.c.respectively as plywood ly unless braced throughout their lengM by �``, DATE: 11/17/2015 the overall structure is the responsibility of the building designer. On Impact sheathingng sucherlb acing re aired where s and/or drywan(Bc). pA U L V 3.In Impact bddging or lateral bracing required where shown++ SEQ. : K15 3 816 6 4.No bad shoukf be applied to any component until after all bracing and 4.Installation of Suss is the responsibility of the respective contractor. fasteners are complete end at no time should any bads greater than 5.Design assumes busses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component and are for'dry condition'of use. 5.CompuTme has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. Designnecesimassumes 6.The design isfurnished subjeamthe hmitedonsset forth by 8.Petes"hallbe°°d°don othfcesage obuss°n d. November 17,2015 B.Plates shell be looted on both(aces of buss,and placed so their center TPINVECA in BCS',copies of which will be furnished upon request lines coincide with joint center lines. Mi7ek USA,IncJCompu7rus Software 7.8.7-SP2(1 L)-E 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1908(MTek) 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) 63 2-9=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-89) 71 ^ 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" -90/ 361V -35/ 119H 5.50" 0.58 KDDF ( 625) 4'- 4.9" -104/ 135V 0/ OH 1.50" 0.22 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 61V 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. I 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 = 0.054" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.072" 4-05-10 MAX TC PANEL LL DEFL = 0.028" @ 2'- 5.2" Allowed = 0.315" T T MAX BC PANEL TL DEFL - -0.038" @ 3'- 1.9" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.001" @ 4'- 4.9" MAX HORIZ. TL DEFL = -0.000" @ 4'- 4.9" 8.00 3 -/ Design conforms to main windforce-resisting 0 system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. c 0 ri o /- cPlAillill 7 /- 4 0 1 M-3x4 b )' y 1-00 6-00 'PROVIDE FULL BEARING;Jts:2,3,4 I ,<<:` Rn. :" P R Opts, �`c� �NG,IN ' •• /e 2 ct 8.782PE �1' • JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - J3 • Scale: 0.5758 - / • 9. V� WARNINGS: GENERAL NOTES, unlessotherwise noted: V Truss: J3 1. „a nn�ge before ction contractor absobon commennbe advised of all General Nota This ding comn ponent.Apbased plicability of parametersn the ign parameters n.d pd isr e n individual r -7 O15, 4t, R EGO N2�'•� '„ 2.2x4 compression web bracing must be installed where shown+, incorporation of corrµwner is the responsibility of the building designer. ,T AI RY A 5 (,-• 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom Mortis b be throughouty braced et 71 T Is the reaponsibildy of the erector.Additional permanent bracing of 7 o.e.and at 1d o.e.respectively unbar braced their length by A continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). A U L � DATE: 11/17/2015 the overall ebuetura is the responsibility of the building designer. 3.2x Impact bridging or labral bracing required where shown++ SEQ. : Ki5 3 816 7 4.No bad should be applied to any component until afar all bracing and 4.Installation of truss is the responsibility of the respectve contractor. fasteners are complete and et no time should any bads greeter then 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied b any component. and are for'dry condition.of"ae. .CompuTrus has no control over and assumes no responsibility for be 8.Design assumes full beating at all supporta shown.Shim or wedge t 5EXPIRES: 12/31/2 01 6 fabrication,handling,shipment and insblletion of components. 7.Design assumes adequate dressage is provided. November 17,2015 8.This design is furnished subject to the battalions set forth by 8.Plates shall be located on both faces of trues,and placed no t sir center TPI/MMA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate site of plate in inches. MiTek USA,Inc.JCompuTrus Software 7.6.7-SP2(1L)-E 10.For basic connector plats design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 63 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-119) 91 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -41/ 402V -46/ 146H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 75V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.6" -85/ 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. BOTTOM CHORD CHECKED FOR 1SPSF 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/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.111" @ 3'- 7.2" Allowed - 0.435" 5-11-10 MAX TC PANEL TL DEFL = -0.107" @ 3'- 4.8" Allowed = 0.653" T f MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 3 -,, MAX HORIZ. TL DEFL - -0.001" @ 5'- 10.9" 12 8.00 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 0 o /- I c o y. I 2 4 0 1 M-3x4 )' y y 1-00 6-00 ‹��ED PR opec, PROVIDE FULL BEARING;Jts:2,9,3 ��5 ENGINE •,,p /O 'L ,� 89782PE 9r JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - J4 i Scale: 0.5344 WARNINGS: GENERAL NOTES, unless olMrvdae noted: (/ h Truss: J4 1.Builder and erection contractor should be advised of all General Notes 1.misdesign iebased onyupon the parameters shown and isfor anindividual �9,LOREGON O.` Q end Waminge before construction commences. building component.Applicability of deagn parameters and proper 2.2c4 compression web bracing moat be instilled where shown+. incorporation of component is to responsibility of the building designer. /le 3.Additional temporary bracing to insure stability during construction Ab 2.Design assumes the top and bottom chords to be throughout braced et1;5 �' R Y DATE• 11/17/2 015 to the h y res h reed conal permanent bracing a r ntio.:.ane at ea o.o.such a ply ood s eat:ed(TC)an mein all(13 by I/� J thecontinuous ridging or such as plywood aired here s and/or dryvrell(BC). • �A UL R` apo car of the building designer. 3.z.Impact bringing or lateral Pricing required where shown++ SEQ. : 1<1538168 4.No bad should be applied to any component until after all bracing and 4.Installation of hues is the responsibility of he respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component and are for•dry condition•of use. 5.ComWTnre has no control over and assumes no reaporhsibility for the 6.Design assumes fill bearing at all supports shown.Shim or wedge if reEXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design sign as assumes adequate drainage is provided. November 17,2015 H.TMa design is famished subject to the limitations set forth by B.Plates shall be located on both fares of truss,and placed so thele center TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.MiTek USA,Inc.ICompuTrus Software 7.6.7-SP2(1L)-E 0.For iba&sicofacconnectore ae inign sal p design values see ESR-1311,ESR-1938(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.6" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATIONINCREASE = 1.15 BC: 2x9 KDDF 81&BTR 1-2=( 0) 63 2-5=(0) 0 SPACED 29.0" O.C. 2-3=(-168) 152 TC LATERAL SUPPORT 0= 12"00. UON. 3-9=( -87) 39 LOADING BC LATERAL SUPPORT 0= 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/ 377V -58/ 177H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -181/ 352V 0/ OH 1.50" 0.95 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 5.6" -60/ 23V 0/ OH 1.50" 0.04 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 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 4 -/ 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 = 0.056" @ 2'- 9.3" Allowed = 0.438" IA MAX TC PANEL TL DEFL = -0.057" @ 2'- 11.9" Allowed = 0.657" 12 8.00 3 MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.002" @ 5'- 11.2" 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), a' load duration factor-1.6, 0 I Truss designed for wind loads o in the plane of the truss only. N co o /- o o 1 5 M-3x4 1' b i' )' 1-00 6-00 1-05-10 (PROVIDE FULL BEARING;Jts:2,5,3,9I QED P R OFC ��NGINE 'p/0 Q 89782PE 17<' JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - J5 • Scale: 0.5079 .,I. "\c:::: . v,/r// WARNINGS: GENERAL NOTES, unless otherwise noted; 4) MillTruss: JS 1.Builder and erection contractor should be advised of all General Notes I.This design is parametersbased only upon the parameters and is for an individual '' OREGON and Warnings before construction commences. buiding component.Applicability of design parameters and proper Amy O ' ' 2.h4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. a. Z, F y ��` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chords m be laterally braced at ')/ is the responsibility of the erecter.Additional permanent bracing of 2'o.c.and at 10'cc.respectively unless braced throughout their length by ` DATE: 11/17/2015 the overall shucbae is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or dnywall(BC). }1� 3.ln Impact bridging or lateral bracing required where shown++ /`� SEQ. : 1<1538169 4.No load should be applied to any component until after all bracing and 4.Installation W trues is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition.'of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Desi a^assumes full bearing at all supports shown.Shim or wedge d EXPIRES1 2 fabrication.handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. ' 2/31/2016 6.This design is furnished subject to the limitations set font by 8.Mates shall be located on both faces of truss,and placed so their center November 17,2015 TPI( TCA in SCSI.copies of which will be furnished upon request, lines coincide with joint center lines. MiTek USA,InclCompuTrus Software 7.6.7-5P20L)-E 9.Diem indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 8'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 • TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-) BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-211) 194 2-5=(0) 0 3-4=) -B2) 35 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" -24/ 378V -70/ 209H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -185/ 341V 0/ OH 1.50" 0.44 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 11.6" -30/ 51V 0/ OH 1.50" 0.08 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 = -0.002" @ -1'- 0.0" Allowed = 0.100" 4 -/ MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.046" @ 3`- 4.9" Allowed = 0.438" MAX TC PANEL TL DEFL = -0.059" @ 2'- 11.9" Allowed - 0.657" I 00 , MAX HORIZ. LL DEFL = -0.002" @ 8'- 10.9" 12 MAX HORIZ. TL DEFL = -0.002" @ 8'- 10.9" 8.00 Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads O in the plane of the truss only. I C m O /- IC O f �� 5 Its-- 1 -- 0 M-3x4 y 1-00 y 6-00 Si. 2-11-10 Si, ��E0 PROF�.s (PROVIDE FULL BEARING;Jts:2,5,3,9 rA\(y, 0,\GINL�� :5> Q 8.782PE 9r • JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - J6 Scale: 0.4487 - , • .1• _..... WARNINGS: GENERAL NOTES, unlessodromisenoted: v OREGON �} Truss: J 6 1. rs shown and is for an individual 5. 9 N. Builder end erection contractor should be advised of all General Nobs 1.This design a based only upon the paramete and Warnings before consbuGbn commences. building component.Applicablity of design parameters and proper �/ nO 2.2c4 compression web bracing must be instated where shown+, incorporation of component is the responsibility of the building tleeigner. 9,5, ' y 4 3.Additional tem2.Design assumes the top and bottom chortle to be laterally braced at 'l P y A� porery bracing to insure stability during construction 2'o.c.and at 10'oc.respectively unless braced throughout their length by e the responsibility of the erector.Additional permanent brecing of continuous sheathing such as plywood sheathing(7C)and/or drywall(SC). PA ,S �� DATE: 11/17/2015 the overat sbucbre is the responsibility of the building designer. 3.2,Impact bridging or lateral bracing required where shown++ /� SEQ.: Ki5 3 817 0 4.No load should be applied to any component until after all bracing and 4.Installation of buss is the responsibility of the respective contractor. fasteners are compete and at no time should any loads greater than 5.Design assurnesbusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition'of use. 5.CompoTns has no control over end assumes no responsibility for the 6.Design assumes fill beefing et all supports shown.Shim or wedge t EXPIRES: 12/31/2016 D bbrloation,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 17,2015 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of buss,and paced so their center TPIANMCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. B.Diets indicate size of plate in inches. MiTek USA,Inc.iCompuTrus Software 7.6.7SP2(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MTek) This design prepared from computer input by PACIFIC LUMBER: Larry M r LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-6=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-262) 226 • 3-4=( -95) 43 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -29) 0 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 5.6" 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" -22/ 375V -80/ 247H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -204/ 368V 0/ OH 1.50" 0.47 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10'- 0.0" -83/ 150V 0/ OH 1.50" 0.19 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 5MAX 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" @ 10'- 5.6" Allowed = 0.047" MAX TL CREEP DEFL = -0.000" @ 10'- 5.6" Allowed = 0.063" MAX TC PANEL LL DEFL = 0.042" @ 3'- 4.9" Allowed = 0.438" ! MAX TC PANEL TL DEFL = -0.054" @ 2'- 11.9" Allowed = 0.657" MAX HORIZ. LL DEFL - -0.003" @ 9'- 11.2" I 12 MAX HORIZ. TL DEFL = -0.003" @ 9'- 11.2" !! 8.00 I Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, v (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, a Truss designed for wind loads o I in the plane of the truss only. (-- co `co o ,a-I, 1 o '77, y 1-00 y 6-00 y 4-05-10 y \C? 0.4 V^,PNEF�1'i 'PROVIDE FULL BEARING;Jts:2,6,3,4 1 (" i71..) 89782PE r JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - J7 ,, Scale: 0.4016 v WARNINGS: GENERAL NOTES, unless otherwise noted: C"'"///< <0 Truss: J 7 1.Builder ars erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ,� '7 OREGON ZO�PQ- and Warnings before construction commences. budding component.Applicability of design parameters and proper 2 2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of Me building,designer. 1,9 '-'q/: y 15 N\i!G 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at permanent bathing of 2.o.a and at 10'ori.respectively unless braced throughout their length by R` is the responsibility of the .Additional continuous sheathing such as plywood iip(TC)andoru drywall(BC). A'1 UL DATE: 11/17/2015 the°vend structure is the responsibility of the building designer. 3.2s Impact bridging or labral bracing required where shown v s SEQ. : K 15 3 8 1 7 1 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete end at no time should any loads greeter than 5.Design assumes busses ere to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component and are for"dry condition'of use. 5.CompuTrus hes no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.DDesgn assumes adequate drainage is provided. November 17,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so Meir renter TPIIWI CA in SCSI.copies of which will be finished upon request lines coincide with joint center lines. 9.Digits indcate size of plate in inches. MITek USA,IRC./CompuTrus Software 7.6.7-SP2(1L)-E 10.For basic connector plata design values see ESR-1311,ESR-1988(MRek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #17:BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-6=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-301) 282 3-9=(-143) 109 ..TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -47) 23 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 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" -23/ 376V -94/ 276H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -202/ 356V 0/ OH 1.50" 0.46 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -111/ 189V 0/ OH 1.50" 0.24 KDDF ( 625) 11'- 11.6" -24/ 46V 0/ OH 1.50" 0.07 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. 5 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed - 0.100" 7 -', MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.044" @ 3'- 4.9" Allowed = 0.438" MAX TC PANEL TL DEFL = -0.057" @ 2'- 11.9" Allowed = 0.657" MAX HORIZ. LL DEFL = -0.004" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.004" @ 11'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6,m Truss designed for wind loads in the plane of the truss only. y 1-00 y 6-00 y 5-11-10 b �k.�EO PR' '5 (PROVIDE FULL BEARING;Jts:2,6,3,4,5 I [�[-s�� N�'INEF9 �v V 2 89782PE �c--' JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - J8 • .{CA Scale: 0.3715 -1 -!+. YYY WARNINGS: GENERAL NOTES, unless othenwiss noted: Truss: J8 1.Builder and erectionconbaaorshould beadvised ofetGeneral Notes Th design lebessdonly upon Ceparamebreshown and in for an iindividual ' OREGON �� and Wamings before conwbuction commences. building component Applicability of design peremeters and proper /� O 2.an4 compression web bracing must be installed where shown+. incorporation of componoM is Me responsibility of the buildup designer. 15F ''%'(./ �'l Ry ( 0`]`" 3.Additional temporary bracing to insure stability during construction 2.Design assumes the fop and bottom chords b be laterally braced at �r-T �(- is the responsibility of the erector.Additional permanent bracing of NI 7 o.c.oo a<1G o.c.respectively unless braced throughout Meir bngM by UL ` DATE: 11/17/2015 the overall structure is the responsibility of the building designer. continuous pact sheathing or lat r as plywood required whshown a d ywall(BC). /1` 3.In Impact bridging or labral bracing where ++ PA SEQ.: K 15 3 817 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment TRANS ID: LINK design loads be applied to any component. and are for•dry condition.of use. 5.ConpuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge i( EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. "eceasery. 8.This design is furnished subject b the limitations set forth by 8.Plates Design shall located bot;drainage o provided us a and placed so their center November 17,2015 TPIMJICA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.8.7-SP2(1 10.for basic L)-E 9.Digits indica size of plate in inches. connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 13'- 5.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 • BC: 2x4 KDDF #1&BTR 1-2=( 0) 63 2-6=(0) 0 SPACED 24.0" O.C. 2-3=(-392) 325 TC LATERAL SUPPORT <= 12"OC. UON. 3-9=(-199) 151 LOADING 4-5=( -73) 50 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSE' DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 377V -106/ 312H 5.44" 0.60 KDDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -201/ 346V 0/ OH 1.50" 0.44 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -145/ 243V 0/ OH 1.50" 0.31 KDDF ( 625) 13'- 5.6" -54/ 95V 0/ OH 1.50" 0.15 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. --0' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Via) MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.046" @ 3'- 7.9" Allowed - 0.438" MAX TC PANEL TL DEFL = -0.059" @ 2'- 11.8" Allowed - 0.657" MAX HORIZ. LL DEFL = -0.005" @ 13'- 4.9" MAX HORIZ. TL DEFL = -0.005" @ 13'- 4.9" 12 i 8.00 F27 �( Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.7ft, 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 0 I in the plane of the truss only. 3 c 0 0 rn co O t 0 Pli PM. -/ o M-3x4 y1-00 y 6-00 y 7-05-10 y \c��Gl�NGp Ee[F�`4 (PROVIDE FULL BEARING;Jts:2,6,3,4,5 I `, v ' ' O � A- c' 89782PE 9r JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - J9 • • Scale: 0.3430 ..,..,/ •',- WARNINGS: GENERAL NOTES, unless otherwise rested: 4) Truss: J 9 1.Builder and erection contractor should be advised of all General Nobs 1.This design le based only upon the parameters shown and is for an individual ' O R EG ON and Warnings before construction commences. building component Applicability of design parameters and proper P 2.2t4 compression web bracing must be installed where shown+, incorporation of fns op as is the responsibility of the building designer. ' I dq f y 45'��" 3.Additional temporary bracing to insure stability during construction 2 Design aswmes the top and bosom chords to be laterally braced at �7/ Iy Ab is the responsibility of the erector.Additional permanent bracing of S o.c.and at 10 o.c.respectively unbar braced throughout their length by /�a `_ DATE: 11/17/2015 the overal wtruaure is the responsbility of the budding designer. continuous sheathing wish as plywood oared ng(TC)and/or drywalt(BC). rA U L v 3.24 tall act budging or labral bracing required where shown++ SEQ.: K 15 3 817 3 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is be responsibility of is respective contactor. fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment TRANS I D: LINK design loads be applied to any component. and ere for'dry condition"of use. 5.ConpuTrus has no control over and assumes no responsibility for the 6.Design assumes full basing at all supports shown.Shim or wedge H tabrb.tian,handing,shipment and installation of components. ^°mmry EXPIRES: 12/31/2016 B.This design isfumishadsubject totelimitations set forthby T Design assumes oaedadequab�ifageio bseo,e. November 17,2015 8.Plates shall be located on both tacos of truss,end places so their center TPIAMCA in SCSI,wpbs of which will be famished upon request lines coincide with joint center lines. MiTek USA,Inc.ICompuTrus Software 7.6.7-SP2(1L)-E 9.Digits indicate size of pate in inches. 1 L ( to.For basic connector pleb design values see ESR-1311,ESR-1908(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 14'- 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 2-7=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-395) 340 3-9=(-293) 169 TC LATERAL SUPPORT <- 12"OC. UON. LOADING 4-5=(-126) 64 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -61) 0 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 11.6" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 377V -115/ 360H 5.44" 0.60 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -206/ 342V 0/ OH 1.50" 0.44 KDDF ( 625) 9'- 11.2" -199/ 262V 0/ OH 1.50" 0.39 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 19'- 0.0" -134/ 237V 0/ OH 1.50" 0.30 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6 -7 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 5 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed - 0.100" 0MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.002" @ 14'- 11.6" Allowed = 0.097" MAX TL CREEP DEFL = -0.003" @ 14'- 11.6" Allowed = 0.129" MAX TC PANEL LL DEFL - 0.047" @ 3'- 7.4" Allowed - 0.438" MAX TC PANEL TL DEFL = -0.060" @ 2'- 11.8" Allowed = 0.657" MAX HORIZ. LL DEFL = -0.007" @ 13'- 11.2" 12 4 MAX HORIZ. TL DEFL = -0.007" @ 13'- 11.2" 8.00 V 1r) Design conforms to main windforce-resisting system and components and cladding criteria. of Wind: 140 mph, h=24.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, c (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, I 3 o Truss designed for wind loads in the plane of the truss only. oo o ciMIMMEMMEMMEMMEMMEM -/ 0 M-3x4 y1-00 y 6-00 y 8-11-10 y (r,�A5�0��1GPNEF,�`�/p (PROVIDE FULL BEARING;Jt s:2,7,3,4,5 I �V �.s`y Q 89782PE JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - J10 �� ,� • . Scale: 0.3217 WARNINGS: GENERAL NOTES, unless othemise noted: Co' vJ Truss: J 10 1.Builder and erection cosh-arbor should be advised of all General Nobs 1.This design N based only upon the parameters shown and is for an individual OREGON and Vthmings before construction commences. budding component.Applicability of design parameters and proper 15. 2.2x4 compression plate bracing must he installed where shown u. incorporation of component is did responsibility of the building designer. O 3.Additional temporary bracing to insure stability doing construction 2.Design assumes the by and bottom chords to be laterally braced at '9,q �'�R Y 15 DATE: 11/17/2015 re tharesponsibility the �oe f the thector.Additional pemsneM bracing of 7o.c.aMet10o.c.respectively unless braced throughout heir lengthby h responsibility of the bulbi continuous sheathing such as plywood ng(TC)and/or drywall(BC). 1"aAUL ��J ng designer. 3.2z Impad bridging or lateral bracing required where Mown e f. SEQ. : K15 3 817 4 4.No bed should be applied to any component until after all bracing end 4.Installation of Suss is the responsibility of the respective coneacbt fasteners are complete end et no time should any bads greeter then 5.Design assumes trusses are to be used in a noncorrosive environment design ds de' I be a ed to any component. and are far'dry condition"of use. TRANS ID: LINK loads ppi r 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes hili bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 fabrication,handling,shipment and instillation of components. 7.DDesiign assumes adequate drainage is provided. November 1 7,201 5 S.This design is furnished subject to the limitations set forth by S.Plates shad be located on both faces of truss,and paced so their center TPIANICA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. u7rlls Software 7.6.7-SP2 1 L-E 9.Digits indicate sae of date b inches. MiTek USA,Inc./Com P ( ) 10.For basic connector plate design vetoes see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M .. LUMBER SPECIFICATIONS TRUSS SPAN 15'- 10.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 S TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-7=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-412) 394 _ 3-4=(-258) 219 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-150) 117 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -53) 24 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 377V -126/ 370H 5.50" 0.60 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -209/ 347V 0/ OH 1.50" 0.44 KDDF ( 625) 9'- 11.2" -147/ 241V 0/ OH 1.50" 0.31 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 13'- 11.2" -134/ 226V 0/ OH 1.50" 0.29 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15'- 10.3" -15/ 27V 0/ OH 1.50" 0.04 KDDF ( 625) 6-11-02 8-11-03 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 0 -, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- IlidiAniglocwrilela0..100" 0.100" I MAX TL CREEP DEFL = -0.003" @ -1'- Allow0.133" MAX TC PANEL LL DEFL = 0.046" @ 3'- Allow0.438" 6MAX TC PANEL TL DEFL = -0.058" @ 2'- 1Allow0.656" ylMAX BORIZ. LL DEFL = -0.007 15'- 6"MAX HORIZ. TL DEFL = -0.007 15'- 6"Design conforms to main wirce-restng 12 system and components and ia. 8.00 9 Wind: 140 mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, hn Truss designed for wind loads c, in the plane of the truss only. M-3x5(S) 1 3 '-r t- O rn I M-3x4 �� 0 P R OPt, y1-00y 6-00 y 9-10-05 y ��Gj� IGNG'IIVEFiS, cS'jO� (PROVIDE FULL BEARING;Jts:2,7,3,4,5,6 I ' '9 89782PE r JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - J11 Scale: 0.2825W , v. 1.Builder GENERAL NOTES, unless yuponheparameter, arnoted: I "SJ OREGON Truss• J11 1. nWonan sbefor conshnrsnould om eadvised of all General Notes buildings cgn omponent Applicability of parem parameters and isforan individual I% , • and Weminge before construction commences. building mmponerR Applicability of design peremetere antl proper �T 2.2s4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Atltltional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords b be laterally braced at 1:9 Uq RY 15 Z 4< le the responsibility of the erecter.Additional permanent bracing of 7 o.a and at 10'it.respectively unless braced throughout trek length by '-'1"A J DATE: 11/17/2015 the overall structure b the recontinuous sheathing such as plywood sheathing(TC)and/or drywat(BC). U L �\ sporreibflity of the building tlesigner. 3.2s Impact badging or lebrel bracing required where shown++ SEQ. : K1538175 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are br"dry condition"of use. 5.CompuTrus has no control over and assumes no bin for B.Design assumes let bearing at all supporta shown.Shim or wedge i1 EXPIRES: 12/31/2016 responsibility mammy. fabrication,handling.shipment and inatelletion of components. 7. esign assumes adequate drainage is provided. November 17,2015 B.This 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 TPINVTCA in BCSI,copies of which will ba furnished upon request. lines coincide with joint center lines. 9.Digits inchoate 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-1989(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M ' 4. 1 LUMBER SPECIFICATIONS TRUSS SPAN 2'- 7.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 - TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 67 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-59) 20 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: 16.0" 0.0" TOTAL LOAD = 92.0 Pop 0'- 0.0" -103/ 386V -9/ 658 5.50" 0.62 KDDF ( 625) 1'- 9.2" -55/ 34V 0/ OH 5.50" 0.06 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 7.7" -27/ NOV 0/ OH 1.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF INC 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 = 0.008" @ -1'- 9.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.009" @ -1'- 9.0" Allowed = 0.178" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.052" MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.070" 12 MAX HORIZ. LL DEFL = -0.000" @ 2'- 7.0" MAX HORIZ. TL DEFL = -0.000" @ 2'- 7.0" 6.00 [ Design conforms to main windforce-resisting system and components and cladding criteria. 1113 Wind: 190 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads in the plane of the truss only. 0 I r / 0 Io 0 2► 9' � 1 M-3x4 l b l y 1-04 2-00 0-07-12 'PROVIDE FULL BEARING;Jts:2,4,3 I ,��t'�Ea PfiOFFss �`5 �NGINF�4 /a �� 89782PE -9r i JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - SJ1 NMI Scale: 0.8966 WARNINGS: GENERAL NOTES, unless otherwise rated: y4z40 OREGON�Ci" Q„ Truss: SJ11Builder end erection contractor should be advised oall General Notes I.This design's based only upon Ire parameters shown and is Foran individual -9',; A v 15 �A� and Warnings before combustion commences. building component.Applicability of design parameters and proper •l T `C_ 2.954 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure staNldy during construction 2.Design assumes the top and botiam horde to be laterally braced at fr PA UL R� is the responsibility of the erector.Additional permanent bracing of T o.c.and at 70'o.c.respectively cod s braced throughout their length by DATE: 11/17/2015 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood heaming(TC)and/or drywall(BC). 3.2z Impact bridging or leteral bracing required where shown++ SEQ. : K15 3 817 6 4.No load should be applied to any component until after all bracing and 4.Imtalla8on of trues is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes thanes are to be used in a non-corrosive environment, design loads be applied to any component. and are for condition'of use. TRANS ID: LINK EXPIRES: 12/31/2016 5.Campulruahas no control over and assumes noresponsibility for tire B.Deeignamumesfullbeanrpatallatpportashown.Shimorvrodgei! November 17,2015 fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is grossed. to 8.This design is famished subjectthe limitations mitatioset forth by 8.Plates shall be located on both feces of base,and placed so their center TPI!WTCA 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./ComouTrus Software 7.6.7-SP2(11_1-E This design prepared from computer input by PACIFIC LUMBER: Larry M 'J LUMBER SPECIFICATIONS TRUSS SPAN 5'- 4.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 t TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 67 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-94) 42 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: 16.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -86/ 397V -20/ 107H 5.50" 0.63 KDDF ( 625) 1'- 9.2" -31/ 120V 0/ OH 5.50" 0.19 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 4.7" -61/ 130V 0/ OH 1.50" 0.21 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/180 MAX LL DEFL = 0.008" @ -1'- 4.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.009" @ -1'- 4.0" Allowed = 0.178" MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.052" 12 MAX BC PANEL TL DEFL = -0.003" @ 1'- 0.1" Allowed = 0.070" 6.00 MAX HORIZ. LL DEFL = -0.000" @ 5'- 9.0" 3 MAX HORIZ. TL DEFL = -0.000" @ 5'- 9.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads cm in the plane of the truss only. 0 o rn o /- p 2 41011-411111 .., M-3x4 1 l ), y 1-04 2-00 3-04-12 (PROVIDE FULL BEARING:Jts:2,4,3 I .,(09,0P R°Fess Coco 0NGI NEFR /a 2 Qt 8.782 P E 9r' JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - SJ2 ....e Scale: 0.6367 / ,/ WARNINGS: GENERAL NOTES, uMeesotMrvnse noted: `y OEGON ''ww 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 ten Truss: SJ2 and Nhmings before construction commences. building component Applicability of design parameters end proper "1/0,,R Q 2.2x4 compression web bracing roust be installed where shown+, inooryoretion of wmponeM is the responsibility of to building designer. 3.Additional tem 2.Design assumes the top and bottom chords to be laterally braced at 9,5, -,Ry A 5 J� temporary bracing b insure stability during construction 7 o.c.and at 1a o.e.respectively unless braced throughout their length by t ` is to responsibility of the erecter.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). PA U a+� DATE: 11/17/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or labral bracing required where shown++ SEQ. : K15 3 817 7 4.No bad should be applied b any component until after all bracing and 4.Installation of truss is to responsibility of Bre respective contractor. fasteners are complete and at no time should any loads greeter then 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component and are br'dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 fabrication,handling,shipment and instatiabon of components. ...m. 7.Design assumes adequate drainage is provided. November 17,2015 6.This design is furnished abject to the limitations set font by B.Plates shall be located on both faces of truss,and placed so their center TPIMRCA in SCSI,espies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate arse of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 1/4" Center plate on joint unless x,y I 6-4-8 I dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. (Drawings not to scale) Damage or Personal Injury r�� Dimensions are in ft-in-sixteenths. ink 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 y q 0_1/I 6, c1-2 c2-3 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves AMIEIE 4 may require bracing,or alternative Tor I p bracing should be considered. rp U 3. Never exceed the design loading shown and never Ostack materials on inadequately braced Trusses. r 4 x 2 Orientation,locate C7-8 C67 C5-6 4. Provide copies of this truss design tothe building designer,erection supervisor,property owner and pates 0-',g' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. sOffWare or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,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 Southern Pine lumber designations are as follows: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that �ij� P5Indicated by symbol shown and/or SYP represents values as published specified. by text in the bracing section of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. I Indicates location where bearings (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved 16.Do not cut or alter truss member or plate without priorapproval of an engineer. ■ME■ reaction section indicates joint IIIIM number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. —= 18.Use ofreen or treated lumber ma —� le environmental,health or performanceoose risks.Consult ltTwiitth Industry Standards: project engineer before use. ANSI/TPII: National Design Specification for Metal NI 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. • BCSI: Building Component Safety Information, iTelle 20.Design assumes manufacture in accordance with ; Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013