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Plans (11) 4 1-0" ttii 5--- 6 cii /1/ai erI4 11' I w 29'-Cr I RECEIVED * DEC 232015 4 ��� @ @ < + EG El CITY *F TIGARD ERE)(3) � . , b „ BUILDI GbIVISION 1 IA ' J1 iii �r►P±. Husu` J2 J3 E J4 J5 / N _ a J7Z ..r? J8 1 8'11 M \ 1 .ik : : J9 ,_ t ci, J10 __ _ J10 `53 Q o NMn n J11 4 J10 J10 tir J9 4 \ , 4 1 __II_ J8 _ c ' \8:12 , \ 8:12 m J6 r mein B c'ID(3) . �� J5 RI .a 1 ii 1®1 R11 91 1 , HUSS J3 CNICa. J2 J1 8:12 1 =H1. _ t BP: 1' A : e, .1'. A3 ■ 1 4 .,. , AII■_rr 2 ` 8:12 --- — — — 15, t4 � 8:12 r` o. .. .._ 3 3 15'-01/2" i- 29'-101/2" All truss to building connections are I- 10'-61/2" the responsibility of the building designer or EOR ©Copyright CompuTrus Inc.2006 'LDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS NESTWOOD 11/17/15 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURALOJECT I� 179261 W REVISION-1: DRAWINGS S FORA L BUILDING FURTHER UM ber INFORMATION.BUILDING 17926 WESTWOOD PL2884-B HOGGANS PARK DESIGNER/ENGINEER OF RECORD RESPONSIBLE FOR ALL NON-TRUSS iN: DRAWN BY: LARRY M REVISION-2: TO TRUSS CONNECTIONS.BUILDING c 1448 / B CHECKED BY: DESIGNER/ENGINEER OF ARD TO T R U S► C a M P A N V 'LIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. I 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. '`ARE° PROres S �c;5 0.4GINE�c� �O "Z"` 89782PE 9r' Y,L OREGON ��� „;:y,9"--94, 9.9 �qRY 1`� 2!�,'e' k PA U L R\J 1E4(.1 /V120�s 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. LUMBER SPECIFICATIONS This design prepared from computer input bid s PACIFIC LUMBER: Larry M TRUSS SPAN 15'- 0.5" TC: 2X9 KDDF #168TR BC: 2x9 KDDF #13BTR LOAD DURATION INCREASE = 1.15 CONS. 2: Design checked for net(-5 SPACED 29.0" O.C. Design conforms to main windforce-resisting psf) uplift at 29 "oc spacing. TC LATERAL SUPPORT <= 12"01. UON. BC LATERAL SUPPORT <= 12"OC. UON. LOADING system and components and cladding criteria. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF Wind: 190 mph, h=21.7ft, TCDL=4.2,BCDL=6, TOTAL LOAD = 42.0 PSF (All Heights), Enclosed, Cat.2, Exp.B,ASMWFRS(Dir), load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP able end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. • -1x2 or equal typical at stud verticals. 'omplefer to Compuspecifrusics gable end detail for complete specifications. 7-06-09 7-06-09 12 8.00 p IIM-9x9 12 3 8.00 01„NN AI r � 2 T, • I 111111 1/0- Ii1MI o r I fo I 0 M-3x4 M-3x9 1-00 15-00-08 1-00 ��� D PROpe, �c ANG I NE--9 �'/O JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - Al 2 /89782PE WARNINGS: • • Scale: 0.4313 ��� ��� Truss: Al I.Builder and erectioncontractorahould be atl sed of all General Notes GENERAL NOTES, unless otle wse sed: and Nhand erection before contruersh commences. 1.This design is based only upon the parameters shown and is for an individual 2.and compression wrote bracing must m installed where shown+. building component Applicability of design parameters and proper y,� OREGON J 3.Additional temporary brining to insure stability during incorporation of component is the responsibility of the building designer. DATE: 11/17/2015 dY g conewction z.Design assumes the cop and bottom chords m be laterally braced at L is the responsibility of the erecter.Additional permanent bredrg of Y o.c.and at NY c.c.respectively unless braced throughout thew length by 99� 'Q RY 15 (DJ Q`� Ne overall structure is Me responsibility of the building designer. co pact sheathing such as aplywoodcing re uiredsheathing(TC) S E Q. : K 15 3 812 9 4.No load should be applied m any component until after all bracing and 3.Is Impact of or bterel bredrg required ere ews t actor. BC). ` TRANS I D: LINK resrenro are complete and et w time should an wads 4.Installation of truss is he responsibility of he respective contractor. PAUL R design loads be e Y greater sen 5.Design assumes busses are to be used in a non-corrosive environment, applied re any component and are for'dry condition'of use. 5.ConpuTrua has no control over and assumes co nesponjbiby for the 8.Design assumes full bean fabrication,handling,alai ng at all supporn shown Shim or wedge if shipment installation of components. necessary. 8.This design is furnished subject re the limitations set farts by T.Design assumes adequate drain EXPIRES: 12/31/2016 TPIANfCA in BCSI,copies of wh,d,will be famished u 8.wares shell be located on both faces of provided. and • • upon request linea coincide with joint centerlines. paced so their center November 17,2015 MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(11_)_E g.Digits indicate size of pate in inches 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) LUMBER SPECIFICATIONS This design prepared from computer input loll: ' TC: 2x4 KDDF #16BTR PACIFIC LUMBER: Larry M TRUSS SPAN 15'- 0.5" BC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 WEBS: 2x4 KDDF STAND IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 SPACED 24.0" O.C. 1-2=( 0) 63 2-6=(-23) 434 6-3=(0) 351 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 2-3=(-667) 130 6-4=(-23) 439 BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 4-5=(-660) 130 DL ON BOTTOM CHORD = 32.0 PSF 9-5=( 0) 63 OVERHANGS: 12.0" 12.0" 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT LL = 25 PSF Ground Snow (Pg) LOCATIONSREACTIONSMAX HORZISIG REQUIRED SPG ARIESA) R/ACT 746V 2/ACT REACT/ONS 525E SQ.IN. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0 0 -121/ 746V -122/ 122H '5.50" (SPECIES) REQUIREMENTS OF INC 2012 AND INC 2012 NOT BEING MET. 15'- 0.5" -121/ 746V 1.19 KDDF ( 625) 0/ OH 5.50" 1.19 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 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" 7-06-04 7-06-04 MAX HORIZ. LL DEFL = 0.004" @ 14'- 7.0" 12 MAX HORIZ. TL DEFL = 0.008" @ 14'- 7.0" 8.00 p IIM-4x4 12 3 q On Q 8.00 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, 41 (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. t` 0 a t 0 0 M-3x4 6 M-1.5x3 ='4 0 M-3x4 I 0 7-06-04 7-06-04 1-00 15-00-08 ED PROF JOB NAME ; WESTWOOD PL2884-B HOGGANS PARKfi 2 - A2 Q 8.782PE WARNINGS: Scale: 0.3438 / / Truss: A2 Builder and erection contractor ons be advised Oran General Homs GENERAL NOTES, unless oBe woes road: ,/ • ,e . . . and Warnings before constructionactorshcommendes. 1.This design is based only upon the parameters shown and is for an individual 2.and compression web bracing must m installed where shorn♦. building component Applicability of design parameters and proper v 3.Additional temporary bracing m insure installe during construction 2 D ration of component is me respondbilty of the buikn designer. ,/f', •9,,,f_O R EG ON Oi`c. DATE: 11/17/2015 .neresponde' 9n°8° aanacopandbommonodembamteronybe /� the overon structure is the responsibility Additional permanent bracing of Y o.c.and at 10'o.c.respecEwaly unless braced throughout Blair length by G�R SEQ. : 1(1538130 4.the bad should to applied re any ility of to building designer. continuous sheathingdginor Wer as plywood aired here s and/own•d �� fly 5 ��.�P Y mponent until alter all bracing and A 2dtallaW Impact of truss or the responsrgty of the whereshovm+• actor.(BC). ` TRANS ID: LINK fasteners are complete and at no time should any loads 4.Design ofeuas lethe re to be use of the re PAUL 1 Q design loads be acomponent _ ^1' greater than 5.and assumes orates are u be used in a rwn r respective erhvlronmem, r`1 u 5.CompuTrus has no corMol overand assumes no r entl ere for•d e.pad ^/contlitlon•of use. fabrication.handing,shipment and installation of responsibility for Design assumes full bearing at all supports shown.Shim or wedge t 6.This design is famished subject m the Gmorre set forts by Design a y. TPIANICA i Burns copies 7.Design assumes adequate drainage is p.0,44. EXPIRES: 12/31/2016 of which will be furnished upon request. 8.poems shall be located on bots faces of base,and placed co Bair center MiTek USA,Inc./CompuTrus Software 7.6.7_gp2(1 L)-E 'roes coindtle with joint center lines. November 17,2015 9.Digits indicate size of pate in inches. 10.For basic connector plate design values see ESR-1311,E56-1988(MiTek) This design prepared from computer input byt LUMBER SPECIFICATIONS PACIFIC LUMBER: Larry M s TC: 2x4 KDDF #1&BTR TRUSS SPAN 15'- 0,5" BC: 2x9 KDDF #15BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 WEBS:: 2x4 KDDF STAND SPACED 24.0" O.C. 2-3=(-668) 135 5-3=(-24) 435 5-2=(0) 351 TC LATERAL SUPPORT <= 12"OC. UON. 2-3=(-668) 130 5-3=(-24) 935 LOADING 3-9=( 0) 63 BC LATERAL SUPPORT <= 12.0C. UON. LL( 25.0)+DL( 7.O) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 0.0" 12.0" TOTAL LOAD = BEARING 42.0 PSF MAX IOT MAX HORZIBRG REQUIRED BRG(SPECIES)AESA LOCATIONS REACTIONS3 /ACTIONS 5I5E 1Q.IN. + LL = 25 PSF Ground Snow (Pg) 0'- 0.5" -79/ 754V -118/ 111H 5.50" 1.01 KDDF ( 625) * For hanger specs. - See a 15'- 0.5" -125/ 754V 0/ OH 5.50" 1.21 KDDF ( 625) 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 ICOND. 2: Design checked for net 5 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (- psf) uplift at 24 "oc spacing. 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. 7-06-04 MAX HORIZ. TL DEFL = 0.008" @ 14'- 7.0" T 7-06-04 12 Design conforms to main windforce-resisting 8,00 IM-9X9 12 system and components and cladding criteria. Q 6.00 2 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, 4.0" �� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 11. sli IININIIIIIIIhillh,... r--- in the plane of the truss only. r o � 1. O M 3x4 5 a M-1.5x3 _�3 9 0 M-3x4 i y y y 7-06-04 J. 7-06-04 Oct 15-00-08 y 1-00 y �,QI.ED PR ace 144 JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - A3 e 8°782PE 9c' WARNINGS: Scale: 0.3603 •/ •�/ Truss: A3 1.Builderand erection conbae or should be advised of all General Notes GENERAL NOTES, unless otherwise road: ,� aro Warnings before construction commences. 1.This design is based only upon the parameter shown and is bran individual 2.an4eompressionvrebbredn !wilding mmponant.Applicsenkyofdesipnparemsfenandproper �,,L OREGON o�� g must be installed where shown+. incorporation of component is the respormah' 3.Additional temponc y bracing to insure stability during construction Z.Design assumes the dY of the building designer. DATE: 11/17/2015 tyofMnereowr.Addmon.1pemren.ntbrerlrpof 2'o.c.andatiao.rwMonlessbacedthro be arenybrecedat !� '�RY 1.5 `' �4 e the overall s responsibility respectively unless braced(TI)en throughout their length by V! Mie overeA strucbse is the responsibility of the building designer. continuous sheathing such as plywood sheathing(7C)and/or d C/ SEQ. : K1538131 4. uawadareaebea 3.InImpactbridgingfurbaralbra rywan(Sc). UL �` applied a any component until afar all bracing and A Installaton of truss is the 'g required where shown++ /'1� TRANS I D: LINK fasteners are complete and at no time should any bads greater than 5.Design assumes Musses responsibility pee in a'nr non-corrosive /`� design loads be applied to any component end are for"dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes tel bearing at all supports shown.Shim or vredge'rf g,shipment end installation of components. necesaery. 8.Thin design is furnished subjects the limitations set entre by T.Design assume.adequate drainage h prodded. EXPIRES: 12/31/2016 TPIM?CA in SCSI,cope.of which will be furnished upon request. 8.Pleas snail be located on both aces of truss and paced so their center November 17,2015 Imes coincide with joint caner lines. MiTek USA,Inc./CompuTrus Software 7.8.7SP2(1 L)-E 9.Digits edwate size of plate w inches 10.For basic connector pate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input b}t- r LUMBER SPECIFICATIONS Pacific Lumber and Truss-BC TC: 2x4 KDDF CATION TRUSS SPAN 29'- 10.5" LOAD DURATION INCREASE = 1.15 INC 2012 MAX MEMBER FORCES 9WR/DD F/Cq=1.00 BC: 2x4 KDDF #1SBTR 1- 2=( 0) 63 2- 7=(-290) 1534 3- 7- WEBS: 2x4 KDDF STAND; SPACED 24.0" O.C. 2- 3=(-1780) 390 7- 8=(-208) 978 7- 9=(-188) 841 2x4 DF STAND A 3- 9=(-1627) 471 8- 6=(-232) 1352 9- 8=(-188) 826 LOADING 4- 5=(-1620) 486 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 8- 5=(-918) 330 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=(-1773) 402 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 0.0. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow )Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0 0.0 -227/ 1373V -237/ 244H 5.50" 2.20 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY INC 2012. 29'- 10.5" -183/ 1281V 0/ OH 5.50" 2.05 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -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" 15-00 MAX HORIZ. TL DEFL = 0.047" @ 29'- 5.0" T 14-10-08 12 Desifjn conforms to main windforce-resisting 8.00 17' M-4x6 12 system and components and cladding criteria. 4.0" Q 6.00 ,.0 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, NI (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-1.5x3 M-1.5x3 00 0 a res 6eAhlIllihllb '` `A o M-3x4 0.25" _ M-3x4 M-3x5 0l M-5x8(5) � ), ), <1:0J) R OFFS 1 00 29-10-08 y ��5 �NGtINEF� c$'jO Q 89782PE r" JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - B2 Scale: 0.2259NMI � �\. . WARNINGS: , i.Builder and erection contractor should be advised of aN General Notes 1.GENERAL NOTES, unless o the par rested: Truss: B2 aMWamingabakreconabu9oncommences. ThsdeegnebasedOnyuponCepaameLermehowneMis(oranindvdual ,� -' 1,z,OREGON 40 building component.ApplicabNhy of design parameters and proper 2.2z4 compression web treeing must be installed where shown i. 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 botlom chords to be laterally braced at 9i4 �'9 RY 15 q5'tG4i DATE: 11/17/2015 is he responsibility of the erector.Adtl tional permanent bracing W 2'o.e.and at 117 on.respectively unless braced throughout their length by ` the overall structure is the responsibility of the buldirg designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(SC). ` SEQ. : K1538132 4.No load should be appliedtoan co 4.Ir Impact ofnssedging siry,erelbrsprgityoftherespe t.co pe A +� y component until after all bracing and 4.Installation s of truss is tieresponsibilityse of the respective contactor. A UL fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment TRANS I D: LINK design loads be applied to any component and are for"dry condition..of use. 5.CompuTms has co control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handing,shipment and installation ofcor components. mammy. EXPIRES: 12/31/2016 8.This design is furnished subject to the Nmitetions set forth by 7.Design assumes located on drainage is provides. TPI/WTCAin SCSI,copiosofwhichwill befamisheduponrerequest B. nesconcidlates shall e"'°"oi °enerlte eoftwee•andwa°edsomale°enter November 17,2015 9 lines coincide with joint center linea. MiTek USA,IncJCompuTrus Software 7.8.7SP2(1 L)-E 9.Digits indicate size of plate i inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) c e 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 9WR/DDF/Cq=1.00 BC: 2x6 KDDF SS LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-16356) 3684 1- 8=(-2955) 13299 8- 2=( -792) 3738 11- 6=(-2886) 714 WEBS: 2x4 KDDF STAND; 2- 3=(-13155) 3036 8- 9=(-2949) 13281 2- 9=(-3066) 762 6-12=( -726) 3498 2x4 KDDF #1&BTR A 3- 9=( -9834) 2319 9-10=(-2325) 10761 9- 3=(-1298) 5340 LOADING LTC LATERAL SUPPORT = 12"OC. UON. TC UNIF LL( 50.0)+DL(L 14.5 0)PG6ou0dPSnow Op9) 5- 6= 0.0" TO 29'- 10.5" V 4- 5-( -9858) 2325 10-11=(-2235) 10455 3-10=(-4638) 1179 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 6'- 0.0" V -12771) 2922 11-12=(-2817) 12819 9-10=(-2463) 10518 < BC UNIF LL( 378.1)+DL( 277.1)= 655.2 PLF 6'- 0.0" TO 29'- 10.5" V 6- 7-()-15783) 3519 12- 7=(-2820) 12837 10- 5=(-9092) 1017 5-11=(-1053) 4677 BEARING MAX VERT MAX BORE BRG REQUIRED BRG AREA ADDL: BC CONC LL+DL= 2738.0 LBS @ 6'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -2115/ 9527V -231/ 231H 5.44" 15.24 KDDF ( 625) 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. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ( 3 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 ____$___ Attach 3 ply with 3"x.131 DIA GUN nails staggered: MAX LL DEFL = -0.118" @ 19'- 9.9" Allowed = 1.454" 9" oc in 2 row(s) throughout 2x6 to MAX TL CREEP DEFL = -0.277" @ 10'- 2.0" Allowed = 1.939" XXX 5" oc in 2 row(s) throughout 2x6 botchords,tom chords, + LATERALLY BRACE TO ROOF DIAPHRAGM //��/V/�/�V/�\/\ 9" oc in 1 row(s) throughout 2x9 webs. MAX HORIZ. LL DEFL = 0.047" @ 29'- 6.5" MAX HORIZ. TL DEFL = 0.091" @ 29'- 6.5" Design conforms to main windforce-resisting `* HANGER BY OTHERS TO APPLY CONC. LOAD(S) EQUALLY system and components and cladding criteria. TO ALL MEMBERS. PROJECT ENGINEER TO REVIEW AND INSURE Wind: 140 mph, h=29.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, THAT CONNECTION TRANSFERS LOAD TO PLY OPPOSITE HANGER. (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. 14-11-15 14-10-09 12 M-4x10 12 T 8.00 4.0" Q s.00 r-,r §'N M-3x6 ,M-3x6 M-3x6 M-3x5 . M-5x10 C. 4. ,� M-5x10 r o tt.11 'LAI 7. ���E9 P R OFFs M-3x8 M-6x8 0.25" M-5x6 M-3x6 o =M-8x8(S) 5,..1. ��GIN F9 s/1 y +2738# 29-10-08 �� 89782PE �f JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - BGIRD �. � Scale: 0.1464 ,w WARNINGS: GENERAL NOTES, unless otherwise noted: .af� OREGON OIel "' Truss: BGIRD I.Sadder and erection contractor should be advised stall General Notes 77 R 1G �N and YWmi 1.This design is based only upon Sr.parameters shown and is for an individual lT ngs before consW°Eon commences. building component.Applicability of design parameters and proper 2.9t1 compression web pacing must be installed where shown�. incorporation of component is the '9.Q�q RY 15 (IP t�P 2.Design assumes the m responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction P and bottom chords to be laterally braced at DATE: 11/17/2015 le the responsibility of the erector.Additional permanent bredrp m 2 o.c.and at 1d o.c.respectively unless braced throughout their length by pA UL '�" the overall structure is the responsibility of the building designer. 2*Impact continuous sheathing such as Plywood sheathing(TC)and/or crywall(BC). y'1 SEQ.: K1538133 4.Ns fad should be applied teany component urblafter all bracing and a Insdtioo,air�remerespos�bi 'thheercpperee6 shown fasteners are complete and at no time should any bads greater 5.Desi TRANS I D: LINK design loads be applied to an con are assumes trusses Cr.u be used m a non-corrosive rodwe environment, r possum acdarefor dryeogtion of use. EXPIRE 5.ConBoTnn has no control over and assumes no responsibility for the 8.Design assumes NII bearing at all supports shown.Shim or wedge if S: 12/31/2016 fabroatron.handling.sb:pmant and installation of components. ^°�880ry. November 17,2015 8.This design is furnished subject to the limitations set forth by 7.Design assumes seed on both lac drainage is provides. TPIONTCA in SCSI,copies of which will be famished upon request 8.Plates shall be located on both feces of truss,and placed so their center 9 linea coincide with joint center linea. MiTek USA.IncJComnuTros Software 7.6.7-SP2(ILl-E ,s D!gite„pa�te°;;of plate inches. r r This design prepared from computer input by Pacific Lumber and Truss-BC ' LUMBER SPECIFICATIONS TC: 2x4 KDDF #1&BTR 30-00-00 MONO DUTCH SETBACK 2-06-00 FROM END WALL BC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 1- 2=( 0) 63 2- 9=(-507) 2361 9- 3=( 0) 111 7-13=(0) 111 WEBS: 2x4 KDDF STAND 2- 3=(-3050) 691 9-10=(-509) 2361 3-10=( -83) 48 LOADING 3- 4=(-2839) 668 10-11=(-473) 2302 10- 4=( 0) 288 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL(L 1250;SF Ground PSnow w (Fg' 4- 5=(-2136) 590 11-12=(-478) 2304 4-11=(-806) 306 0.0" TO 30'- 0.0" V 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) 590 13-18=(-537) 2369 11- 6=(-808) 1549 BC UNIF LL( 0.0)+DL( 22.5)= 22.5 PLF 0'- 0.0" TO 30'- 0.0" V 6- 7-(-2841) 696 13- 8=(-537) 2369 11- 6=(-808) 313 OVERHANGS: 12.0" 0.0" 7- 8=(-3056) 712 6-12=( 0) 289 TC CONC LL( 31.2)+DL( 8.8)= 40.0 LBS @ 2'- 6.0" L 12- 7=( -91) 107 ADDL, BC CONC LL+DL= 415.0 LBS @ 15'- 0.0" M-1.5x9 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. 0'- 0.0" -519/ 2104V -237/ 244H 5.50" 3.46 KDDF ( 625) 30'- 0.0" -504/ 2104V 0/ OH 5.50" 3.37 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-2X4 REQUIRED AT EACH END OF HORIZ. INLETS 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 + LATERALLY BRACE TO ROOF DIAPHRAGM MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 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. 15-00 MAX HORIZ. LL DEFL = 0.031" @ 29'- 6.5" f15-0o MAX HORIZ. TL DEFL = 0.055" @ 29'- 6.5" 2-09-04 5-02-06 7-00-06 f T 7-00-065-02-06 2-09-09 f f Design conforms to main windforce-resisting M-4x6 system and components and cladding criteria. 12 M-3x5 4.0" Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 8.00 5 .f-.(M-3X$ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7V load duration factor=1.6, e-a End vertical(s) are exposed to wind, Truss designed for wind loads 12 in the plane of the truss only. M-1.5x9 M-1.5x4 Qe.oa M-3x$ Truss designed for 9x2 outloo kers. 2x9 let-ins M-3x5 M-3x6 M-3x6 - of the same size and grade as structural top chord. Insure tight fit at each end of let-in. M-3x5 0 4 g � Outlookers must be cut with care and are ilillikst, I ''''''.Z permissible at inlet board areas only. M-1.5x4 M-3x53� All M-3x8 111111111111111110 ,',- -� M 3x8 All\,...._ _Mill\ Pir- d `rwOD 9 of M-3x8 M-1 x6 0 11 a, 0.25" M-3x6 12 3 M 3x8 0l ��QrED PROFFS M-1.5x3 M-7x8(S) o ), y y915# M-1.5x3 l 7) 1 ), 1 �5 G1NEcL�y, �'/ y y2-07-08 5-00-10 7-03-14 7-03-19 5-00-10 2-07-08 ��? T a/� 1-00 30-00 :9782PE cam' JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - BH1 �� • Scale: 0.1874 WARNINGS: GENERAL NOTES, unless otherwise rated: -'C1�OREGON E/'�O I�1 c�' Truss: BH 1 t.Builder and erection contractor should be advised of all General Notes 1.This design is based only7 fl l7 V and waminga before construction commences. buadng component. upon the parameters dawn end is for an individual 2.2z4 compression web bracing moat be installed where shown+, incorporation of components'lity of the repo design sibility of the building designer. 1;a9, �'9 q Y 15 Z�Q` 3.Additional temporary bracing[o insure stability during conaeuction 2.Design assumes the top and bottom chords to be laterally braced at \`, DATE: 11/17/2015 s the responsibility of the erector.Additional permanent bracing of 2.o.o and at to c.c.respectively unless braced throughout their length by pA AUL v the overall structure is the responsibility of the building designer continuous sheathing such as plywood sheathing(7C)andror drywall(BC). SEQ.: K1538134 4.No load should be applied to any component ntil after all bracing and s.Installation tmptct noftruswromresponl sierequired wheretyoftherespe shown.. fasteners are complete and at no time should anybade5. sigof buss s the re Oa be responsibility in the onoorr si con tractor. TRANS I D: LINK design loads be applied to an greater man 5.Design assumes trusses are b e.used a nonco os ve en ronment any aedareror•dywndbon of use. EXPIRES: 12/31/2016 5.CompuT ua has no control over and assumes w respons b ity for the 8.Design assumes full bearing at an supports shown.shim or wedge if fabrication.handling,shipment and installation of components. newssary. November 17,2015 8.This design is furnished subject to the limitations set forth by 7 assumes adequate drainage is provided. TPIANfCA in BCSI,wpbs of which will be furnished upon request. 8.Plates assumes be located on both faces ethos,and placed so their center Imes coincide with joint canter linea. M:Tek USA.Inc./ComouTrus Software 7.6.7(11_1-E9 p..Digits indicate size"ofbate a¢ioohes.,��.eCp_""csp.toa0:t0 re.r This design prepared from computer input b} t LUMBER SPECIFICATIONS PACIFIC LUMBER: Larry M TC:U2x4 KDDF C1TIOR TRUSS SPAN 2'- 6.0" BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 2-4 (0) 0q=1.00 SPACED 24.0" O.C. 2-3=( 0) 63 2-9=(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. 2-3=(-60) 213 BC LATERAL SUPPORT <= 12"01. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF OVERHANGS: 12.0" 0.0. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOC'- 0.0"ATIONS R6/ACTI92S REACTIONS6/ 5I4E 0.47 KDDF ( 625) 125) '- 10.9" -29// 243V 2V 10/ 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. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 1-11-11 MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" 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" 8.00 12 MAX BC PANEL TL DEFL = -0.001" @ 1'- 3.4" Allowed = 0.106" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, il Truss designed for wind loads O in the plane of the truss only. I m O I m ,./.._ N O r�J I a O f O 2 9 -/ M-3x9 )' b ), 1-00 2-06 (PROVIDE FULL BEARING;Jts:2,3,4 �S,c,0E F �NG fi `S�SiO c� R 2 JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - BJ1 9782PET'�/� zf Scale: 0.6850 �` /� / `" WARNINGS: GENERAL NOTES, unless otierwise noted; Truss' BJ1 1.Bandar and creator contractor should be advised of at General Notes end Waminae before consbuotion commences. 1.This design is based only upon No persgn shown and isforan individual y2 OREGON 41, o� 2.2c4 compression web bracing building component.Applicability of design parameters and proper g must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing b insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et ��� A^`- J ��� DATE: 11/17/2015 a the responsibility of the erector.Additional permanent bred g of 7 o end at 1O O.C.respectively unless braced throughout thew mngN by l/f�/ } Me overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywan(BC). \ SEQ.: K1538135 4.No badehoubbeappledbany cote 3.2s Impact bridging or lateral bracing required whamhown++ PA UL portent unlet stmt all end 54.InstallaDesign of truss is the are /the on norr respective contraebr fasteners are complete and at no time should any bads greater then 5.Design assumes busses are b be used in a noncorrosive environment. TRANS ID: LINK design loads be applied bany component. and are for'dry condition.ofuse. 5.CompuTrus has no control over and assumes no responsibility ter the B.Design assumes full bearing at all supports shown.Shire or wedge i! fabrication,handling,shipment and installation of components. Design°ry. EXPIRES: 12/31/2016 6.This design is famished subject to the limitations set forth by 7.Design assumes adequatedondrainage is provided. TPIANTCA in SCSI,copies of which will be furnished upon request B P'esnoinbs a°he'°hj�sener'm�eoftraa,•a,dwa�en,e�tiww�nmr November 17,2015 lines coinode with joint cooter lines. 7.8.7SP2(i L)-E 9.Digits indicate size of plate in inches. MiTek USA,InclCompu7rus Software 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) r a This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TC: 2x9 KDDF #1&BTR TRUSS SPAN 2'- 6.0" BC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 1-2=( 0) 63 2-4=(0 2-4=(o) 0 r F/Cq=1.00 SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. 2-3=(-62J 35 BC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD= 42.0 PSF 0'- 0.0" -63/ 298V -20/ 79H 5.94" 0.98 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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "cc 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 = 0.003" @ 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. oo Wind: 140 mph, h-20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, p (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor-1.6, 0 o Truss designed for wind loads in the plane of the truss only. N coO erO I O 2► 4 1111111. 11 1 M-3x4 y y ''S GIN PR OAFS 1-00 2-06 'PROVIDE FULL BEARING;Jts:2,4,3 I [���� N`'i NEF `rip V 2 `r 89782PE r JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - BJ2 �-�.• �'�' Scale: 0.9690 WARNINGS: GENERAL NOTES, unless otherwise noted: A OREGON i.,'"1 1. Trus s BJ2 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon they �} and vaminga°stere oonaWction oommeneee. building component. parameters shown and is for an irwividaal l • 2.2x4 co Applicability of,ester perimeters and proper "9,4�'q RY A'� Z Q' compression web bracing must be installed whore shown�. Inwrporabm of component is the responsibility of the building designer. J 3.Additional temporary bracing m insure stability during construction 2.Design assumes the top and bottom chords m be laterally braced at •/j1r� ` DATE: 11/17/2015 O Bre responsibility of the erecter.Additional permanent braang of r o.e.and su to o.o.respectively antes,braced throughout their length by p U L R the overall structure is the responsibility of the building designer. continuousb,idgegsheathing such as plywood sheathing(TC)and/or drywall(BC). SEQ. : K1538136 4.No load should be applied many componenuntil after all bracing and 43:Installation20 ooftb or lateral e espo,sbiIityyoft respectic, ;ter. 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 ID: LINK any and are mr'dry condition'slues. EXPIRES: 12/31/2016 5.compuTNnon s has no control over and assumes no responsibility for e B.Design assumes MI bearing at all supports shown.Shim or wedge'rf fabrication,handling,shipment and installation of components. "BEBbB". November 17,2015 S.This design isfamished subject to the limitations sat forth by 7.Design assumes adequate drainage is provided. B.plates snail be located on beth TPI' TCA in SCSI,copies of which will be furnished uponteres of Was,end discs,so thou center request. lines coincide with joint center lines. MiTek USA.Inc./ComouTrus Software 7.6.7-5PN1L1-E 9 D,..,.indica,. e,.o^,*...inches.eC�•Fco_�s�o eso_,o„a,.,,reg, This design prepared from computer input byJ " BER SPECIFICATIONS Pacific Lumber and Truss-BC TC: 2x9 KDDF CATBTR 2-06-00 GIRDER SUPPORTING 15-00-08 BC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 WEBS: 2x9 KDDF STAND 1-2=( 0) 63 2-5=(-27) 31 3-5=(-86) 83 LOADING 2-3=(-79) 61 TC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) 3-4=(-13) 6 BC LATERAL SUPPORT <= TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 2'- 6.0" V 12"OC. UON. BC UNIF LL( 163.0)+DL( 130.9)= 293.9 PLF 0'- 0.0" TO 2'- 6.0" V OVERHANGS: 12.0" O,0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 2'- 6.0" -159/ 657V -30/ 64HO5.50" 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 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Hangers attached to the bottom chord 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 2-02-04 0-03-12 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 fMAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 12 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX TC PANEL LL DEFL = 0.004" @ 1'- 0.9" Allowed - 0.110" 8.00 MAX BC PANEL TL DEFL = -0.004" @ 1'- 3.9" Allowed - 0.092" MAX HORIZ. LL DEFL - 0.000" @ 2'- 2.2" MAX HORIZ. TL DEFL = 0.000" @ 2'- 2.2" M-1.5x3 4 Designg conforms to main d claddingdforce criteria. and components and cladding criteria. 3 Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, rII End vertical(s) are exposed to wind, 0 Truss designed for wind loads p in the plane of the truss only. 0 I N r f oO n ® , f O ��� 5 --i 1 M-5x10 M-1.5x3 1 . y 2-02-04 0-03-12 .1 )' )- 1-00 2-06 OED PROFF ��= �NGI Nk'e"?t.9/0 • JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - BJ2G $97g2PE 9<' • Scale: 0.654015tS7Z;7. • WARNINGS: ,/ 1.Builder and erection contractor should be advised of all General Notes GENERAL NOTES, uMeup otherwise rated; Truss: BJ2G 1.This design is based only ontiepanmstero shown and is for an individual y ©RECON ``3 and Warnings before construction commences. building component Applicability of design parameters and proper "\ 2.acd compression web bracing moat be installed where shown+. the building designer. P incorporation of component is the responsibility of 3.Additional temporary bracing to insure stability doting construction2.Design assumes the top and bottom chorda to he laterally braced at "gin & RY 15 15'GQ` DATE: 11/17/2015 a theresponsibility of he erector.Additional pemuneM bracing of continuous sheathing o.c.and at 10'o.s.respectively unless braced throughout their length by T� ,t the overall structure is the responsibility of the building designer. thing such as plywood sheathing(TC)and/or drywall(BC). A r` 3.a Impact bridging or lateral bracing required where shown•• ` SEQ.: K153 813 7 4.No bad should be applied to any component until after all bracing and 4.Installation o ttruss is the responsibility f the respective contractor. /� fasteners are complete and at no time should any bads greater than 5.Design assumes trusses aro te be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component and ere for 5.CompuTns has no control over and assumes no responsibility for the 7 condition'of use. 8.Design assumes full beating at all supports shown.Shim or wedge if tebrsatbn,handing,ed subjetand installation ofnth bycomponents. ne�ee°ry. EXP I R ES: 12/31/2016 8.This design is famished subject to Me timitetlona set forth ter 7.Design assumes adequate drainage is provided. TPIMIICA in SCSI, 8.Plates incl be looted on both faces of truss,and placed so their caner November 17,2015 copies of which will be famished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.7(10-E a.Digits indicate size of date in inches. 10.For basic connector plate design values see ESR-1311,ESR-7908(MiTek) This design prepared from computer input by' a LUMBER SPECIFICATIONS PACIFIC LUMBER: Larry M TC: 2x4 KDDF #1&BTR TRUSS SPAN 2'- 0.0" a BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 1-2=( 0) 63 2-4=(0 2-4=(o F/Cq=1.00 SPACED 24.0" O.C. ) 0 TC LATERAL SUPPORT <= 12"OC. UON. 2-3=(-58) 27 BC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 01V 6/ 1' 9.2" -30/ 327V 10/ 6OH 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" 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 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. Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 I m 0 I r .d- ti 0 I oMNIIIIIIIIII 0 2 4 1 M-3x4 )' ). 1, 1-00 2-00 (PROVIDE FULL BEARING;Jts:2,4,3 ���ED PRop ��5 �NGINF� s/o 144 Q 89782PE ter- JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - BSJ1 Scale: 0.6864 IOW WARNINGS: ' / t 1.Budder and erection contractor should be advised of all General Notes GENERAL NOTES, unless otherwise rated: Truss: BSJ1 1.Thledeagniabasedonlyupontieperametereshownendiaforenintlivdual OREGON 4 aM Warning.before consWcton commences. Wilding component.Applicability of design parameters and proper 2�� 2.h4 compression web bracing moat be installed where shown+ incorporation of component is the responsibility of the building designer. 3.Adtlitional temporary bracing to insure stability curing construction 2.Design assumes the top and bottom chords b be laterally braced at ^'�� q y 5 J�Q. DATE: 11/17/2015 a he responsibility of he erector.Additional permanent bracing of 2'0.0.and at 10 on.respectively unless braced throughout their length by R1 the overall structure is the reeponsibdity of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �` SEQ.: K 15 3 8 13 9 4.No bad should be coolies to an 3.2n impact bridging or lateral bracing required where shown++ PAUL U y component until after all bracing and 4. ecollation of toms is the eponsibdny of the respective contractor. f"1 fasteners are complete and at no time should any bads greater than 5.Design assumes tosses are to be used in a non-corrosive environment TRANS I D: LINK design bads be applied to any component and are for"dry condition"of use. s.CompuTrua has no control over and assumes no responsibdlfy for the 8.Design assumes full bearing at all supports shown.Shim or wedge if fabecesignisndring,shipment tondtellasanofcomponente. Design ry. EXPIRES: 12/31/2016 8.This design re furnished subject to Sr.the limitetiona set forth by 7.Design assumes adequate drainage is provided. TPINVlCA in SCSI,copies of which will be furnished upon request a linessccoincide wite h joint joint ceenon bfor frtees of hoes,and placed so their center November 17,2015 MiTek USA,Inc./CompuTrua 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-1988(MiTek) f This design prepared from computer input by im•m.i•mmim.•i..i•m•im •mm.mmmmmmmm ... . . ___. Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF CATIOR TRUSS SPAN 32'- 3.0" BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 9-97) 54 140 WEBS: 2x4 KDDF STAND; SPACED 24.0" O.C. 1- 3=( -103) 515 1-13=(-704) 1408 9- 2=( 786) 68 15- 5=( 810) 111 2x610) 644 KDDF #2 A 3- 4=(-2077) 513 12-14=)--25) 2366 2- 1=(--251) 468 5-16=( -810) 269 LOADING 4- 5=(-1994) 594 14-15=(-359) 1293 11-13=( -807) 1273 15- 7=( -233) 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=(-1405) 339 BC LATERAL SUPPORT 0= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=( -117) 153 12-13=( 0) 64 17- 8=( -164) 125 For hanger specs. - See approved13-19=( -335) 1217 LL = 25 PSF Ground Snow (Pg) plans 13- 5=( -323) 1016 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. OCATIOG MAX VERT MAX TIOZ SREQUIRED SPG A(SPAECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE 0 0'- 0.0" -198/ 13336V -250/ 3008 5.50" 0..9090 KDDFQ.IN. (1485) 32'- 3.0" -200/ 1364V 0/ OH 5.50" 2.18 KDDF ( 625) 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 = -0.103" @ 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 T T 11-00 T f Design conforms to main windforce-resisting 3-05-12 3-02-04 5-11-04 4-03 4-04-12 1' '15-03-04 5-08-12 system and components and cladding criteria. T 6.00 12 I M-4x9 12 Wind: 140 mph, h=24.Sft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1,6, 6 4.0" End vertical(s) are exposed to wind, Truss designed for wind loads 0144% in the plane of the truss only. M-3x10 5 14 -3x10 NOTE: LEGDOWN(S) EXIST AT INTERIOR BEARING(S) M-1.5x3 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 M-1.5X3 REVIEWED AND APPROVED BY PROJECT ENGINEER OR QUALIFIED BUILDING DESIGNER FOR ANY LATERAL M-1.5x3 M-3x6 M-5X6ITmimmr•riLOAD AND LATERAL STABILITY. f 1 2 o � A Allikik 10 »eQe- n 9, M-3x5 0 13 M-3x6 o M-115 x3 -M-4x9 M-3x8 16 17 8 M-1.5x3 M-3x9 yy1 M-5x8 ck,..EPR OFFS1 l ), 5�� s ,6-04-OB 6-02-12 4-01-04 9-06-08 5-03-09 5-08-12 tNFR12-05-08 19-09-08 32-03 89782PE JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - C6 • WARNINGS: Scale: 0.1616 ' c.,„„. Truss: C6GENERAL NOTES, unless atle wper noted; OREGON G. t.Bender and erection contractor snows be advised of an General Noma and VJr and er before oonswetion old eadvis t.This design is based only upon the parameters shown and is for an individual 2.2,4 w bonding component anent bilay responsibility design parameters ant proper A /� compression web bracing must be installed where shown +, incorporation of component is the responsibility of the building designer. �Lr1 'l R lI 1 5 ��(- 3.Adtlitianel temporary bradrp m ireure stebility during consbuetion 2.Design assumes the top end bottom chords to be laterally braced at I�'4- DATE: 11/17/2015 is the responsibility of the erector.Additional permanent bracing of z o.c.and at tie o.c.reapeotSely unless braced(TC)a throughout their length by AA. �\ tlhe overall structure is the responsibility of the buildup designer. wnbnuous sheathing such as plywood shed ing(%and/or drywall(BC). r'1 SEQ. : K1538140 4.No bad shout be applied many component until after all bradpand 3.In Impamb rippaleterelbrachp squired where show++ fasteners are complete and at no time should an made 5.D Signe mesP truss ses reporbevey ins respectiveicoeeo6on TRANS I D: LINK r greater man 5.Design assumes wase.are m be used in a non-corrosive erwirenment, deakfn meds be ep#ied to tiny component. and are for ay condition..of use. 5.CompuTn n has no control over and assumes no responsibility for the 6.Design assumes full bearing et all aupporte shown.Shim or wed EXPIRES: 12/31/2016 fabrication,handing,shipment and installation of components, wedge if B.This design is furnished subject to the limitations set forth by 7.Design el mea adequate drainage is provided. November 17,2015 S. TPINVECA in SCSI,copies of which will be furnished uponPlates shell be located on both faces of truss,and placed so their center p request. lines coincide with joint center linea. MiTek USA.Inc./ComouTrus Software 7.8.7(1L)-E 9.°^g ibt indicate see mplate ceinches.ac c_e FeO` Cep-'tea:wo-yh a e This design prepared from computer input by Pacific Lumber and Truss-BC ` LUMBER SPECIFICATIONS TC: 2x6 KDDF ; 32-03-00 MONO HIP-D SETBACK 6-00-00 FROM END WALL LOAD DURATION INCREASE = 1.15 (Non-Rep) IBC 2012 MAX MEMBER FORCES 93-10=)/Cq=1.00 2x4 KDDF #14BTR Ti 1- 2=( 0) 67 2-10=(-1433) 4157 3-10=( -130) 288 BC: 2x6 KDDF #1&BTR 2- 3=(-4815) 1624 10-11=(-2354) 5995 10- 4=( -260) 1183 WEBS: 2x4 KDDF STAND LOGrIuG 3- 9=(-9827) 1678 11-12=(-2300) 5733 10- 6=(-1960) 1020 LL = 25 PSF Ground Snow (Pg) TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 8'- 0.0" V 4- 5-( 0) 0 12-13=(-1580) 3820 6-11=) 0) 293 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) 1535 ( 0) 393 BC LATERAL SUPPORT <= 12"OC. UON. 11- 7= BC UNIF LL( 0.0)+DL( 40.0)- 40.0 PLF 0'- 0.0" TO 32'- 3.0" V 6- 8=(-4595) 2327 2-18=)--320) 764 7- 8=(-9595) 1790 12- 8=( -320) 1558 8- 9=( -54) 63 8-13=(-9937) 1899 TC CONC LL( 333.3)+DL( 93.3)- 426.7 LBS @ 8'- 0.0" NOTE: 2x4 BRACING AT 29"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED 13- 9=( -352) 255 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX VERT MAX TIOZ BRG REQUIRED BRG ES LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 16.0" 0.0" 0'- 0.0" -837/ 2752V -66/ 146H 5.50" 4.40 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 32'- 3.0" -1104/ 2738V AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0/ OH 5.50" 4.38 KDDF ( 625) JT 2: Heel to plate corner = 1.25" *0 For hanger specs. - See approved plans !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. + LATERALLY BRACE TO ROOF DIAPHRAGM 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 = 0.276" @ 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=1.6, End vertical(s) are exposed to wind, 0-05-12 Truss designed for wind loads l'-'1in the plane of the truss only. 7-11-11 24-03-05 T f 4-00-03 3-05-12 5-07-10 6-01-06 1' T f '4426.70# T f 6-01-06 T 6-04-14 12 6.00 p M-4x10 M-7x8(S) �s M-3x86 0.25" M-4x12 M-3x6 7 M-1.5x3 MN O 1 N - + O O O 4. 1 2 m o 11 12 0.25" M-4x6 M-5x8 =M-8x8(S) **13 M-3x10 M-3x10 QED PROF ss 1 y 7-04-03 y 8-03-10 y 8-01-13 y 8-05-07 y F��� �C'�G'NE�� /a� 04 32-03 y ��? 89782PE -9r JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - CH1 Scale: 0.1871V 40 '% / - WARNING8: GENERAL NOTES, uMeas otherwise noted: �i OREGON ON Truss: CH 1 shouldBuilder and erection contractor oma 1.This design b booed only a and Wamings before construction commences. building mponent Applicability of a sign parameters and proper is for individual 2.254 compresaian web bracing must be installed where shown+. incorporation of component is ere responsibility of the bonding designer. 9,9 ��R Y 1 GJ Z �Q 3.Additional temporary bracing to insure etebility during construction 2.Design assumes the top and bottom chorda to be laterally braced at `J DATE: 11/17/2015 is the responsibility of the erecter.Additional permanent rosining of r o.c.and at 1ty oro.respectively unless braced(TC)and/or throughout thou brgN by �)A '� the overs structure is the responsibility of the buildup designer. continuous sheathing such as Plywood shed ing(TC)and/or drywan(BC). SEQ.: El5 3 8141 4.No bad should be applied to any component until after all bras4.Installation n Impaot bodging N teres bracing requiredof the where showo ha "8 and 4.Dealgn a numeof s trusses is theresponsibilityebmof the respective contractor. fasteners are compote and at component time should any bade greater than 5.Design assumes trusses aro u be used in a noncorrosive eM%sonnrent, TRANS ID: LINK dsaigntoadabenop;edmanyanearerord"�necoof use. EXPIRES: 12/31/2016 S.CompuTnn has no control over and assumes m responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if famambnoation,handbng,shipment and installation of components. Das.gn". November 17,2015 6.This design is famished subject to the limitations set forth by 7.Design assumes adequate drainage io provided. 8.liens shall be located on both faces of truss,and placed so their center TPIANTCA in SCSI,webs of which will be famished upon request lines coincide with joint center linea. 9.Digits MiTek USA.Inc./ComouTrus Software 7.6.7(10-E , �"�".d"catesize of plate n inches... «q csq_oea a iTaL` a e This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TC: 2x6 KDDF #1&BTR; TRUSS SPAN 32'- 3.0.' .0" IBC 2012 MAX MEMBER FORCES 9 /D /Cq=1.00 2x9 KDDF #1&BTR Ti LOAD DURATION INCREASE = 1.15 1- 2=( 0) 67 2-10=(-787) 2088 3WR-10=DF( -93) 106 BC: 2x6 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-2990) 713 10-11=(-939) 2878 10- 4=( -77) 671 WEBS:: 2x4 KDDF STAND 3- 4=(-2308) 678 i1-12=(-824) 2793 10- 6=( -992) 309 LOADING 4- 5=( 0) 0 12-13=(-556) 1872 6-11=( 0) 207 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) OH TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF 4- 7=(-2911) 632 17- 2=( -53) 210 BC LATERAL SUPPORT <= 12"OC. UON. 6- 7=(-2911) 796 2-18=( -724) 293 TOTAL LOAD = 92.0 PSF 7- 8=(-2298) 578 12- 8=( -93) 755 NOTE: 2x9 BRACING Al 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 8- 9=( -55) 62 8-13=(-2175) 608 13- 9=( -176) 96 L FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)) OVERHANGS: 16.0" 0.0" 0'- 0.0" -280/ 1520V -65/ 196H 5.50" 2.43 KDDF ( 625) 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 ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.008" @ -1'- 9.0" 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=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 21-07-05 'I ' T 9-00-03 3-05-12 3-01-12 2-11-10 6-01-06 6-01-06 6-09-19 f T f f f 12 5 T T 6.00 D M-4x6 M-7x8(5) 9 M 6x4 0.25" M-3x8 M-1.5x3 /\i/ i,), 7S 9 -I M-1.5x3 Y 3 O 1 r o w 0 1 z Iiies 0 1 -3x5 M-3x8 0.25" 1z 13 ���Ep PROFFS M-7x8(S) M-3x4 M-3x8 ., y y y 7-09-03 y 8-03-10 y 8-01-13 y 8-05-07 y �? NGINEFR cSj0 �/ 1-04 32-03 )' Ct./ :9782PE T-- JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - CH2 �/ Scale: 0.1856 Mr WARNINGS: GENERAL NOTES, unless otherwise rested: -7 •_ *RECON O, Truss• CH2 1.Builder and erection contractorshould be advised of all General Notes 1.mledesign 6based only upan theYC,/I and Waminga before construction commence& building component Applicability ofd resign paremeterrs andlepriooprer individual 2.2a4 compression web bracing moat be installed whore shown.. incorporation of component is the responsibility of are building designer. 9n '9 RY 15 J�Q� 3.Additional temporary bredrg toinsure stability dudng consWction 2.Design assumes the top and bottom chords to be laterally braced at I T� �` DATE• 11/17/2015 is the r•°Pc^eibitity of the erector.Additional permanent bracing or 7 o.c.and at 10'o.c.respectively unless braced throughout their length by pA 1 the overeti structure is Sr.responsibility of the building designer. continuous sheathing such as plywoodng aired sheathing(7C)and/or drywell(BC). �''tt t_. where shown 4 4 SEQ.: Ki5 3 814 2 4.No load ehoukl be applied to any component until after all bracing and 4.Installation of truss is the responsi3.2x Impact bridging or lateral bility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses areto be used in a noncorrosive environment, TRANS I D: LINK design loads be applied i9any component. d are for'dry condition of use. EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the 8. Design assumes toll bearing at all support shown.Shim or wedge i( fa°rw"ton,handing,alnpmentand installation ofcomponents. neoes " November 17,2015 by S hos design is furnished subject to the limitations set forth 7.Design assumes adequate drainage is provided. 8.Platesshallbe located on both faces of Lusa,and placed so thea center TPIM?CA in SCSI,copies of which will be furnished upon request linesscoincide wth joint center lines. ate MiTek USA.IncJComouTrus Software 7.6.7(111-E 9.Digits indicate.size„°gip ;ninches. ,,e This design prepared from computer input bye LUMBER SPECIFICATIONS Pacific Lumber and Truss-BC TC: 2x9 KDDF CATION TRUSS SPAN 32'- 3.0" BC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES SWR/DDF/Cq=1.00 WEBS: 2x4 KDDF STAND SPACED 29.0" O.C. 1- 2=( 0) 67 2- 9=(-707) 2028 9- 3=( 0) 254 2- 3=(-1856) 949 0-11=(-506) 1605 0-10=( -536) 458 LOADING 3- 9=(-1856) 993 10-11=(-516) 1609 10- 9=( -36) 458 C LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=( 0) 0 11-12=(-366) 1089 10- 6=( -130) 91 T4- 6=(-1573) 430 1-17=( -466) 801 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF 6- 8=(-1102) 388 11- 2=( -94) 801 NOTE: 2x9 BRACING AT 24"OC UON. FOR 7- 8=( -102) 116 7-12=(-1533) 435 LL = 25 PSF Ground Snow (Pq) ALL FLAT TOP CHORD AREAS NOT SHEATHED 12- 8=( -176) 98 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX TIOZ SREQUIRED SPG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS 1519VR/AC1I9S /ACTI55H SIZE 2KDDF ( 625) OVERHANGS: 16.0" 0.0" 0'- 0.0" -223/ 4 -113/ 255H 5.50" 2.43 ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 32'- 3.0" -171/ 1397V 0/ OH 5.50" 2.16 KDDF ( 625) ** For hanger specs. - See approved plans '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 = 0.008" 9 -1'- 4.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.009" @ -1'- 9.0" Allowed = 0.178" MAX LL DEFL = -0.101" @ 13'- 3.9" Allowed = 1.567" MAX TL CREEP DEFL = -0.193" 9 13'- 3.4" Allowed = 2.089" MAX HORIZ. LL DEFL = 0.039" 9 31'- 11.5" MAX HORIZ. TL DEFL = 0.069" 9 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), 13-03-11 load duration factor=l.6, f18-11-OS End verticals) are exposed to wind, 6-10-11 fTruss designed for wind loads 6-01-04 0-03-12 6-00-01 6-03-14 TT T f 6-07-06 in the plane of the truss only. T 6.00 1;7' M-4x6 5 M-3x4 M-3x5 M-1.5x3 rc 6 7 8 ant -/ Ma B M-3x9 3 41. lD t1, o Y 2 _ M-3x5 M-1.5x3 100.25" 1 12 M-3x4 M-3x5 M-5x8(S) l y 1-04 6-08-15 6-01-04 '" 9-07-09 9-09-05 c� �E`G NRE FF`ScSj 32-03 y • �- \ 'CC' :9782PE JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - CH3 Scale: 0.1856 WARNINGS: GENERAL NOTES, unless otherwise noted; 7 Truss: CH3 Builder and erection contractor should be advised of all General Nobs and Wembgs worn en5sntor sh uld eades 1.This design 6 based only upon the parameters shown and is Mr an individual l building component Applicability of design parameters and proper -$�,2 • EG O N 0� 2.2a4 compression web bracing must be installed where shown*. incorporation of component N the responsibility of the buildingde [� �[- 3.AddiEonal temporary bracing b insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced atter. /'7 Y .15 �i DATE: 11/17/2015 "n1B responsibility of the erector.Additional pemnrrom bracing of continuous sheathing such as p7 o.c.and at 10'o.c.respectively unless braced throughout their length by the overall structure is the responsibility of the building designerplywood sheathing(TC)and/or drywall(SC). SEQ.: K1538143 4.No badshould beapplied teany componentunntafter all bredgand 3.2,Impactbridgingorlateralbracingrequiredwhereshown*a PAUL fasteners are complete and at no time should anybade 4.D Installation or suss is the responsibility of the sn.nsrrespective contractor. TRANS I D: LINK design loads be applied m an greater than 5.Design a r ansa tunas are m be"trail b a nan<armaiae moment y component. and are for'dry condition.of use. 5.ComWTrushas 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 inafallagon of components. "eCry' EX P I R ES: 12/31/2016 8.This design is/umiahed subject to the limitetions fat forth by 7.Design assumes adequate drainage is provided. located on both faces TPIM'ICA in BCSI,copies of which will be furnished upon request 8.lines coinMates edl eewith joint center lines.orwea.and paced so their center November 17,2015 MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 9.Diem indicate size of plate in inches. to.For basis connector plate design values See ESR-1311,ESR-19W(MiTek) This design prepared from computer input by! a Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS - TC: 2x4 KDDF #1&BTR TRUSS SPAN 32'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 BC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2391) 615 1- 8=(-770) 2036 8- 2=( 0) 259 11- 7=(-176) 100 WEBS: 2x9 KDDF STAND SPACED 29.0" O.C. 2- 3=(-1858) 575 8- 9=(-772) 2033 2- 9=( -513) 192 LOADING 3- 4=( 0) 0 9-10=(-606) 1630 9- 3=( -33) 958 TC LATERAL SUPPORT <= 12"OC. UON. 3- 5=(-1574) 548 1e-11=(-906) 1098 9- 5=( -139) 80 • BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1929) 461 DL ON BOTTOM CHORD = 10.0 PSF 5-10=( -466) 301 TOTAL LOAD = 42.0 PSF 6- 7=( -102) 116 10- 6=( -151) 819 NOTE: 2x4 BRACING AT 24"OC UON, FOR 6-11=(-1542) 991 BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground Snow (Pg) BEARING LOCATIONS REACTIONS RT REACTIIONS 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/ 1397V 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 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.105" @ 13'- 3.4" Allowed = 1.567" MAX TL CREEP DEFL = -0.193" @ 13'- 3.4" Allowed = 2.089" MAX HORIZ. LL DEFL = -0.090" @ 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: 190 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, 15-11-11 End vertical(s) are exposed to wind, 16-03-05 Truss designed for wind loads 6-10-11 6-01-04 2-11-12 3-04-01 6-03-14 T in the plane of the truss only. T f 6-07-06 12 4 6.00 p M-4x6 s M-3x4 M-3x5 M-1.5x3 5 6 7 OW et Et M-3x4 2 f +. \/ o 0; 1 r- 0 0 1** 8 - 4M 0 M-3x5 M-1.5x3 90.25" M-10 3x4 +*11 -/ M-5x8(S) M-3x5 l y y 6-06-15 6-01-04 y 9-07-09 y 9-09-05 y k.�ED I R OF4-, Q 32-03 y ��?�5 tNGINeFS' /0iL Q 89782PE 9' JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - CH4 •Scale: 0.1964 �"� `_ WARNINGS: 1.Builder and erection contractor should be advised of all General Notes GENERAL NOTES, unless otibrwiee noted; Truss: CH4buieingco p nantAnyubbty5-5 xOREGON �� and Wr and erection before construction should commences. This design parameters shown and is for an individual 2.2r4 compression web bracing must be installed where shown+, Applinbflily of design peremebre and proper ` incorporation of component is the responsibility of Me building designer. Q` 3.Additional temporary bracing to inure stability during construction 2 Design assumes the top and bottom chorda to be laterally braced at '-7,9 Ci4,4y 15 2 tse DATE: 11/17/2015 s the responsibility of the erecter.Additional permanent bracing of 2'o.c.and at 13 o.c.respectively unless braced throughout their length by the overall structu,.is the responsibility of the buiklirg designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ` SEQ.: K15 3 814 4 4.No load shoukl be applied to any component until after all bracing and 4.Installation o3 2x Inspect f truss is the rospons'bti oging or lateral bracing f the re where shenxn a pA U L R fasteners are complete and at no lime should any bads greater than 5.Designon-co respective contractor. TRANS ID: LINK de loads ter,myaondgon"ofueeueedbanon<eroave.n�ronment, • design applied to any component. and are for•dry wndmon•of use. 5.CompuTitre has en control over and assumes no reapon idlity for the H Design assumes full bearing at all supports shown.Shim or wedge e fabrication.handling.shipment and installation of components. eCB�°" EXPIRES: 12/31/2016 8.This design is fiuniahed subjectte Me teetatons set forth by 7.Design assumes adequate drainage is provided. TPIIW1CA in SCSI,copies of which will be furnished upon request 8.lineb��nciide°wth loaded on ;�ef+u�and placed so their center November 17,2015 MiTek USA,Inc.ICompuTrus Software 7.6.7(1L)-E 9.Digits indicate size of plate in inches. 70.For basic connector plate design values see ESR-1311,ESR-1908(MiTek) e e This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF #1&BTR TRUSS SPAN 32'- 3.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 BC: 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 WEBS: 2x4 KDDF STAND; SPACED 24.0" O.C. 2- 3=(-2511) 549 12-13=(-1075) 2774 10- 2=(-3008) 682 16- 5=( -204) 113 2x6 KDDF #2 A 3- 4=(-1979) 489 13-15=1 -820) 2190 12- 2=( 0) 142 5-17=1 -623) 240 ' LOADING 4- 5=(-1943) 546 14-16=( -27) 73 2-13=( -610) 270 17- 6=( -50) 298 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1286) 425 16-17=1 -539) 1373 13- 3=( -42) 356 17- 8=1 -212) 548 BC LATERAL SUPPORT <= 12"OC. ON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 17-18=( -325) 853 3-15=( -626) 212 18- 8=( 0) 397 TOTAL LOAD = 42.0 PSF 6- 8=1-1131) 404 18-19=1 -325) 853 4-15=1 -206) 107 8-19=(-1451) 417 8- 9=( -145) 166 14-15=( 0) 51 19- 9=( -169) 96 LL = 25 PSF Ground Snow (Pg) NOTE: 2x4 BRACING AT 24"OC UON. FOR 15-16=1 -518) 1318 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE A LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ SIG REQUIRED SPG IES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. L0'-TIONS REACTIONS3REACTIONS SIZE 0.90 F (1I85) 0'- 0.0" -180/ 1336V -181/ 340H 5.50" 0.90 KDDF (1485) 32'- 3.0" -200/ 1403V 0/ OH 5.50" 2.24 KDDF ( 625) M-1.5x3 where shown; Jts:1,4,9,12,14,18 ** For hanger specs. - See approved plans !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.122" @ 12'- 6.5" Allowed - 1.567" MAX TL CREEP DEFL = -0.246" @ 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 '( 13-07 Design conforms to main windforce-resisting system and components and cladding criteria. 3-08-08 4-08 4-02-12 2-09-12 3-00-11 6-11-13 'I ''r f ,r 6-09-08 Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 M-4x6 7 M-3x8 load duration factor-1.6, End vertical(s) are exposed to wind, g 9 Truss designed for wind loads M-3x10 ern B in the plane of the truss only. 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 M-3x4 REVIEWED AND APPROVED BY PROJECT ENGINEER OR + + 0o ' QUALIFIED BUILDING DESIGNER FOR ANY LATERAL e\ ,:+ +9 A LOAD AND LATERAL STABILITY. 0 M-5x16 01 f 1 2 o B _/ 0 o A 1 11 "1"ff M .-I 10, 12 13 O 1 _� _ M-3x8 M-3x9 , 14 16 17 18 T -M-4x4 M-3x8 **19 M-5x8 M-3x4 y b l l y . .1 1 QED P R OFFS y 3-10-04 4-02-12 4-06-04 2-09-12 2-10-15 7-01-09 6-09-08 y �\Ca NG,IN EF y s0 y 12-05-08 19-09-08 �%' R 32-03i. :997782PE yr JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - CH5 �" �-�!/ Scale: 0.1814 I, WARNINGS: GENERAL NOTES, unload/erase noted: '1////' � OREGON," Truss: CH 5 1.Builder and erection contactor should be advised or all General Nobs 1.This design is based only upon the parameters shown and is for an individual C//I V and Warnings before conswcmn commences. budding component.Applicability of design parameters and proper 1:9 '9 R Y 15 �� 2.2c4 compression web bating must be installed where shown+, incoryoretion or component is the responsibility of the building designer. 3.Additional temporary aadng to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �` DATE: 11/17/2015 le the responsibility of the erector.Additional permanent aadng or r o.o.and at 1a Es.respectively unless braced throughout their length by �'A U L the overall structure is the responsibility of the bolding designer. continuous sheathing such as plywood sheathing(TC)and/or dryrwan(BC). SEQ.: K15381454.In tmltiotbadgingsirtherelpradrgryoftheras ecfiveshown++ 4.No bad should be applied to any component unit after all bredng and 4.Installation of truss is the responsibility fasteners are complete and at no time should any bads greater than 5.Designa ue i a non -corrosive contactor. TRANS I D. LINK design bads be applied to an con are assumes trusses are u be used in a ncn<o row we environment e component. andaro for"dry condition of use. EXPIRES: 12131/2016 5.CompuTrus has no control over and assumes no responsibility for the E Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. Design November 17,2015 E This design is furnished subject to the limitations set roan by 7.plates shallaaha o adequatedo drainage is boon,ae TPIM/TCA b SCSI,opts orwmion win be furnished upon request. H.Plates be looted on both races of buss,and placed so their center linea coincide with joint centerlines. 9 MiTek USA.Inc./ComouTrus Software 7.6.7(111-E ^6 iodieabs eof pace Q¢ndroaiw son o_,oaa,te,r.u: This design prepared from computer input bye e PACIFIC LUMBER: Larry M • LUMBER SPECIFICATIONS TC: 2x4 KDDF #1&BTR TRUSS SPAN 15'- 0.0" LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 2-7=)O F/Cq=1.00 2x4 KDDF #1&BTR 1-2=( 0) 63 2-7=(0) 0 BC: SPACED 29.0" O.C. 2-3=(-387) 369 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. 3-4=(-234) 194 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 9-5=(-123) 94 OVERHANGS: 12.0" 0.0. DL ON BOTTOM CHORD = 10.0 PSF 5-6=( -57) 26 TOTAL LOAD = 42.0 PSF LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0' 0.0" -23/ 377V -119/ 349H 5.44" 0.60 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5� 1.2„ 0/ 68V 0/ OH 1.50" 0.11 KDDF ( 625) 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 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15'- 11.2" -136/ 232V 0/ OH 1.50" 0.30 KDDF ( 625) 21 15'- 0.0" -36/ 21V 0/ OH 1.50" 0.03 KDDF ( 625) 6 -/ 5 i( !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. � ( VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 0 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.046" @ 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 1( � Design conforms to main windforce-resisting system and components and cladding criteria. CA Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, of Truss designed for wind loads 3 in the plane of the truss only. ti h 0 o O 1 r•�_. 7.._� 0 M-3 x 9 y y y y \(,,,,i,ED p R°Ffis 1-00 6-00 9-00 (PROVIDE FULL BEARING;Jts:2,7,3,9,5,6 I A_ JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - CJ12 Q 8"782PE r Scale: 0.3208 / .'�, , . WARNINGS: GENERAL NOTES, unless othervdse rated: ,/ Truss: CJ12 I,Builder and erection contrecbrshould be advised of all General Notes This design rebased only upon the (!� and Warnings bebre construction commences. building component Applicability of design parameters and proper an individual y �OREGON 20� Q,,, 2.2x4 compression web bracing must be installed where shown a, incorporation of component is the responabllhy of the building designer. 3.Additional temporary bracing b insure stability during construction 2.Design assumes the top and botbm chords to be laterally braced at '9,4 q RY 15 !G� DATE: 11/17/2015 a he responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o.c.respectively unless braced throughout their length by the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ` ng required where shown++ SEQ.: 1<1538146 4.No bad should be applied b any component until after all bracing and 4.Installation of truss is the responbridging or lateral sibility of the respective contractor. ��U L fasteners are complete end elm tine 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'shy mndition"of use. 6.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTns has no control own end assumes no reeponaibitity for the fabrication,handling,shipment and installation of components. Designnecessary. EXPIRES: 12/31/2016 6.This design is furnished subject to the limitations set forth by T Plates assumes adequate drainage is provided. TPI,WTCA in SCSI,copies of which will be furnished upon request. fl nes coincdaewithji joint on y�faces �of truss,and placed so Bair ranter November 17,2015 SP2(1 LYE9.Digits indicate size of plate b inches. Mi7ek USA,Inc./Compu7rus Software 7.8.7 10.For basic connector plate design values see ESR-1311,ESR-1966(MTek) 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 4WR/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=1 -128) 306 9-16=(-1943) 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 3- 4=(-2669) 825 12-13=(-840) 2170 11- 6=( -112) 263 WEBS: 2x9 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=1 0) 0 13-14=(-535) 1225 12- 6=1 0) 978 2x6 KDDF #2 A TC UNIF LL( 50.0)+DL( 19.0)= 69.0 PLF 0'- 0.0" TO 8'- 0.0" V 4- 6=(-2372) 774 14-15=(-532) 1220 6-13=(-3689) 1373 TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 8'- 0.0" TO 42'- 6.0" V 6- 7=( -476) 1222 15-16=(-741) 1678 13- 7=( -966) 680 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 90.0)= 40.0 PLF 0'- 0.0" TO 92'- 6.0" V 7- 8=1 -476) 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=1 -59) 59 8-15=1 -213) 530 15- 9=( 0) 304 NOTE: 2x9 BRACING AT 24"OC UON. FOR 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 lOPSF LIVE LOAD. TOP 0'- 0.0" -437/ 175717 -71/ 1468 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/ 1434V 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/240, TL=L/180 MAX LL DEFL = 0.009" @ -1'- 9.0" 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 = -0.214" @ 7'- 11.4" Allowed = 1.981" MAX LL DEFL = 0.057" @ 35'- 10.8" Allowed = 0.954" MAX TL CREEP DEFL = -0.104" @ 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. 'f'' Wind: 140 mph, h=21.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 7-11-11 34-06-05 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 'I' ' i' load duration factor=l.6, 7-11-11 16-06-05 18-00 End vertical(s) are exposed to wind, 'I '' f Truss designed for wind loads 9-00-03 3-05-12 7-01-09 7-08-13 6-06-03 6-06-15 6-07-03 in the plane of the truss only. ' 4426.708 ' '' ' f 1' 12 6.00 M-5x6(S) M-9x6 M-7x10 M-3x6 M-7x8 -M-6x6 M-3x6 4 5 6 7 8 9 10 I Nn r FI M-1.5x3 + �, 3 + + 0 + A o 2> r--- o o a, c .4 B 1 2 ' 11 12 13 14 15 16 I M-3x6 M-3x8 0.25" � M-1.5x3 M-3x4 M-3x8 o M-7x8(S) M-7x16 <\ "D PRQ,c 1 J. 1 1 1 1 1 k 7-04-03 7-08-13 7-08-13 11 6-06-03 6-03-07 6-10-11 1 ��5 0,NGINEF9 s/0 k0* 22-07 0-05-08 19-05-08 1 Q4897$2PE ›v" 1-09'PROVIDE FULL BEARING;Jts:2,13,16 I 92-06 .. JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - DH1smug Scale: 0.150343. . WARNINGS: GENERAL NOTES, unless otherwise noted: �j+_ OREGON 17 9,. 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 Truss: DH1 and [1 {CCC/./JJ,/T R Y Wand .. Warnings before cormbuction commences. building component Applicability of design parameter:aproper 7 I tion of con ntis there responsibility of building d J 2.Bat compression web bracing must be installed where shown♦, irrcoryore pone sponsi dY o rg esignar. 3.Additional temporary bracing m insure stability during constructlon 2.Design assumes the top and bottom chords to be laterally tensed at /`f y U L 7 o.c,and at 10'o.c.respectively unless braced throughout their length by /'�f`{ is the responsibility of the erector.Additional permanent braving of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/17/2015 the overall structure is tie responsibility of the building designer. 3.2K Impact bridging or lateral bracing required where shown+c SEQ.: K15 3 814 8 4.No bad should be applied ba any component until after all towing and 4.Installation of truss is the responsibAity of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes bosses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for•dryeonditioMofuse. EXPIRES. 12/31/2016 5.CompuTms has no control over and assumes no responsibility for the 6.Design sesames full bearing at all supporta shown.Shim or wedge if fabrication,handling,shipment and installation of components. case°ry. November 17,2015 7.Design assumes aded drainagetis provided. 8.This design is furnished M on ishetl subject the limitations set by S.Plates shell be located on both faces of truss,and placed so their center TPINWCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. g.Digits indicate site of plate in inches. MiTek USA.IncfComouTrus Software 7.6.7(1L1-E I a This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 6.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 67 2-11=(-1389) 2821 11- 3=( 0) 182 9-16=(-2963) 855 BC: 2x9 KDDF 441&BTR SPACED 29.0" O.C. 2- 3=(-3294) 1196 11-12=(-1391) 2818 3-12=( -229) 258 16-10=) -176) 105 WEBS: 2x9 KDDF #1&BTR 3- 9=(-2984) 1112 12-13=(-1385) 3485 12- 9=( -234) 936 LOADING 4- 5=( 0) 0 13-19=(-1369) 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) 329 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-3557) 1261 15-16=( -719) 1929 13- 7=( -91) 90 TOTAL LOAD= 92.0 PSF 7- 8=(-3909) 1127 7-14=( -398) 266 8- 9=(-2259) 762 19- 8=( -159) 578 NOTE: 2x4 BRACING AT 29"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( -76) 85 8-15=(-1217) 999 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. 92'- 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'- 9.0" 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: 190 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=l.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 T 1' 5-04-15 4-11 0-03-12 6-00-12 6-04-08 6-04-08 6-04-08 6-08 1' T TT T '1 '1 T T 12 6.00 p M-4x6 M-5x6(S) 45 M-3x9 \5„ M-3x9 M-3x8 M-1.5x3 6\/)? S 9 10 -/ a M-3x4 3 + // p et O I r- 0 O O c 1/ B 12 13 'f 14 '( 15 A 16** QED PROFF of -3x8 M-1.5x3 M-3x8 0.25" M-3x4 0.25" M-3x8 �( s M-5x6(5) M-5x6(5) @� tNGo INE9 `�/�� y y 5-03-03 y 4-11 y 8-01-06 y 7-11-10 y 7-11-10 y 8-03-02 y �� •9 78 2 P E '7....„,. 1-04 42-06 • JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - DH2 rJill Scale: 0.1492 K/ WARNINGS: GENERAL NOTES, unless°therrisanoted: -. • �A- •REGON �" Q„ 1.Builder and erection contractor should be advised of all General Notes 1.This design re based only upon the parameters shown end is for an indvidual I��-V A 4 ` �� Truss: DH2 and Wamings before construction commences. building component Applicability of design parameters end proper l J 2.274 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. J 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom Morris to be laterally braced at 11,af�U L Vk re a•responsibility of the erector.Additional permanent bracing of T ox.and at 10 cocorespectively unless braced throughout their length by /`� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/17/2015 the overall etnmbae is the responsibility of the building designer. 3.27 Impart bridging or lateral bracing required where shown SEQ. : Ki5 3 814 9 4.No bad should be applied to any component until after all bracing and 4.Installation of tures is the responsibility of an 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 loads be applied to any component end are for•drycondition"of use. EXPIRES: 12/31/2016 5.ComWTnre hes no control over and assumes no responsibility for IM S.De� assumes full bearing et all supports shown.Shim or wedge it mm fabrication,handling shipment and installation of components. ry. November 17,2015 7.Designesassumes caed on drainage is bussed. 6.This design is famished subjectte the limitations set forth by 9.Plates shall be located on both faces of truss,and dated so their center TPINVECA in BCSI,copies of which will be furnished upon request lines coincide with joint center Ibex. 9.Digits indicate MiTek USA.Inc./ComouTrus Software 7.6.70L1-E o of plate in inches e a This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 92'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (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 BAG REQUIRED BAG AREA OVERHANGS: 16.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 0'- 0.0" -339/ 1948V -97/ 204H 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) •* For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psi) 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 n windforce-resisting system and components 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=l.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 T 1' 5-04-15 4-11 2-11-12 3-04-12 6-04-08 6-04-08 6-04-08 6-08 T 1' T T T T T T T 12 5 6.00 p M-4x6 M-5x6(S) M-3x4 0.25" M-3x4 M-3x8 M-1.5x3 4 4 \/\/\ 9 10 d e M-3x4 wri 3 f + O , I wri O I r O 1 1/ Y12 aw 3 � ,D P R pFF oI -3x8 M-1.5x3 M-3x8 0.25" M-3x4 0.25"5 M-3x8 16 ,{ is M-5x6(S) M-5x6(S) ��`Gj` ' Nc NEER �i° l y l y )' i' k T y y 5-03-03 4-11 8-01-06 7-11-10 7-11-10 8-03-02 y ct 89 782 P E v' 1-04 42-06 • JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - DH3 Scale: 0.1492 WARNINGS: GENERAL NOTES, unlessotMrense noted: A �4,OREGON�O���"' 1.Builder and erection contractor should be advised of all General Nobs 1.This design is based only upon the parameters shown and is for an individual 9 C//,A a� G Truss: DH3 and Wamings before construction commences. building component Applicabdiry of design parameters and proper 'l(•.f - 2.2X4 compression web bracing must be installed where shown+. incorporation of component is tlx responsibility of the budding designer. J 3.Additional temporary bracing to insure stability during construction 2.Design assumes the rap and bottom chards to be laterally braced at 1'A UL �` NM.trw responsibility of the erector.Additional permanent bracing of 7continuous a<ea on respectively unless braced throughout Nair length by DATE: 11/17/2015 the overall structure is the responsibility of the building designer. 3.2X Impact bridging orlaterallate l bracing required whereas plywood shoawn+d ywan(Bc). SEQ.: K15 3 815 0 4.No bad should be applied to any component until after all bracing and 4.Installation of trues is the responeibdity of the respective contractor fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition'of use. EXPIRES: 12/31/2016 • 5.CompuTrus has no control over and assumes no responsibility for the 8. a®vers assumes full beerirp et ell supports shown.Shim or wedge ifry. fabrication,handling,shipment and installation of components. November 17,2015 nece7.Designsassumes ho b caaded on thdrainage ioprus, 8.This design is furnished subject to the limitations setforlh by 8.Plates shall he located on both faces of truss,and placed so their center TPIIWICA in SCSI,copies of which Will be furnished upon request lines coincide with joint center lines. 9of in MiTek USA.lnciComouTrus Software 7.6.7(11_1-EE Digits indrcsea"a ..plateinches. a 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. 2- 3=( 0) 0 9-10=(-534) 1934 1- 9=( -247) 1108 6-12=(-1532) 926 WEBS: 2x9 KDDF STAND; 2- 9=( -823) 290 10-11=(-989) 1963 9- 2=( 0) 165 12- 7=( -181) 101 2x4 KDDF STUD A LOADING 4- 5=(-1464) 389 11-12=(-352) 1018 9- 4=( -929) 259 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 PSF 5-11=( -976) 229 LL - 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 29"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" -189/ 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/290, TL=L/180 MAX LL DEFL = -0.069" @ 14'- 3.1" Allowed = 1.567" MAX TL CREEP DEFL = -0.123" @ 19'- 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=1.6, 5-08-11 26-06-05 End vertical(s) are exposed to wind, T 1 T Truss designed for wind loads 5-09-15 0-03-12 6-03-19 6-07-10 6-07-10 6-11-02 in the plane of the truss only. T TT T T T T 12 6.00 p M-4x6 M-5x6(S) 23 M-3x4 0.25" M-3x4 M-1.5x3 9 5 6 7 a y 3E a ft M-3x9 1 f / ,,+ / .-F c:. A o o a, N 0 I rn 8* 9 ''r 10 11 *M-1.5x3 M-3x8 0.25" M-3x9 M-3x4 **12 PRQF .ss M-5x6(5) <i. y y y y y <S �NG '9 INEfi /o 5-03-03 8-11-15 8-10-03 9-01-11 �C? ?j 11 )' y 32-03 /89782PE .. ...-.-i1 . '.411.1°' • • JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - DH4 Scale: 0.1893 MI WARNINGS: GENERAL NOTES, unless othervnsenoted: 7 9;14 OREGON ps�. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 7 1c Truss: DH 4 and Warnings before construction commences. budding component Applicability of design parameters and proper -7,s, Ci4 R y A5 4Q` 2.244 compression web bracing must be installed where shown*. incorporation of component is 1M n, onebilily of the building designer. `, temporary bracing to hears stability during construction 2.Design assumes the top and boaomsi chords to be bbrelly braced at �'A U L R- 3.Additional s 7 oo.and at 10'o.c.respectively unties braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/17/2015 the overall structure is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown 0 SEQ.: El5 3 8151 4.No bad should be applied to any component unci 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 t laws are b be used in a noncorrosive environment EXPIRES: 12/31/2016 TRANS I D: LINK design loads be applied to any component. and are for'dry oonditioa•of use. 5.CompuTrus has no control over and assumes no responsibility for the November Design assumes fun beanrp at all supports shown.shim or wedge if wry. 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 limitation.set forth by 6.Plates shall be located on both faces of truss,and placed so their center TPIIWICA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MiTek USA.I nc./ComouTrus Software 7.6.7(1L1-E r 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 #15BTR LOAD DURATION INCREASE = 1.15 1- 2=( -968) 323 8- 9=(-344) 325 8- 1=(-1334) 445 11- 6=( -100) 797 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=( 0) 0 9-10=(-591) 1446 1- 9=( -317) 1100 6-12=(-1538) 453 WEBS: 2x4 KDDF STAND; 2- 4=( -834) 328 10-11=(-520) 1470 9- 2=( 0) 165 12- 7=( -181) 100 2x4 KDDF STUD A LOADING 4- 5=(-1474) 438 11-12=(-369) 1020 9- 4=( -927) 266 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1228) 372 4-10-) 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=( -476) 249 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" -247/ 1354V -227/ 281H 5.50" 2.17 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 32'- 3.0" -211/ 1422V 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 '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 = -0.124" @ 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. Wind: 140 mph, h=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 8-04-11 23-10-05 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T f 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, Truss 12 designed trusss 6.00 07 3 M-4x6 M-5x6(S) 2 M-3x4 0.25" M-3x4 M-1.5x3 6 Fs as 9, w B M-3x4 1 ,;± / o A I ,r> o o l coul0 I * e** M-1.5x3 M-3x8 0.25" M- 3x4 M-3x4 *12 M-Sx6(S) <C ..A PR Opk-e, 0-61 1 1 1 1 1 \c� NG,INE •• /O 5-03-03 8-11-15 8-10-03 9-01-11 �� 9 4.1 32-03 1 =9782PE -7_,. JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - DH5 ....Z lirScale: 0.1893 WARNINGS: GENERAL NOTES, unlessotherwise noted: % �11/1/ J-1 REGOGNqO� T Truss: DH5 1.Builder and erection contactor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for en individual 9 {� �RY 1 J �� and Warnings before comWction commences. building component Applicability of design parameters and proper 2.Dt4 compression web bracing must be installed where shown a, incorporation of component is the responsibility of the Wildnp designer. ` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at /yA (] is the responsibility of the erecter.Additional s o.c.and at 10.o.e.respectively unless braced throughout their length by /"� UL r epond dy penning bracing of continuous sheathing such as sheathing(TC)) drywall(BC). DATE: 11/17/2015 the overall sbucmre is the respo sibnity of the building designer. bracing a plywood shed c awn+drywall ec. 3.Dt Impact bridging or leterel ponsibi required the where shown 50 SEQ.: Ki5 3 815 2 4.No bad should be apdled 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. EXPIRES: 12/.31/2016 5.ConpuTrus has no control over and assumes no responsibility for the 6.Design assumes full teasing at all supports shown.Shim or wedge if November 17,2015 fabrication,handling,shipment and installation of components. .m..,. 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 truss,and placed so their center TPINJICA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA.lnciComouTrus Software 7.6.7(1L1-E 9.Digi�indicate rozmof plate inches.e•Na cso_ eon_use as T.L` 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 #1SBTR 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 3-4=(-226) 169 TC LATERAL SUPPORT <= 12"OC. UON. 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/ 342H 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 lOPSF 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 ICOND. 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" i( 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 V 11 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 0 load duration factor=1.6, I Truss designed for wind loads 3 ,-I in the plane of the truss only. r- o 4. t I 1 7'''''''' o M-3x4 �9p P R OFFS y y y y �� �NC„INEFg �'/0� 1-00 6-00 8-06 (PROVIDE FULL BEARING;Jts:2,7,3,4,5 I �� :9 782 P E 9r JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - DJ12 -airy • Scale: 0.3230 NI WARNINGS: GENERAL NOTES, unless otherwise noted: ,-" •AEGON e'• �„ 1.Builder and erection contactor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: DJ 12 and Warnings before correbudon commences. bulking component Applicability of design parameters and proper 0 2 2.2,4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. `. G ��. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chows to be laterally braced at :7 b the responsibility of the erecter.Additional permanent bathing of 2 o.c.and at 1O o.c.respectively unless braced throughout their bnglh by DATE: 11/17/2015 the overall structure is the responsibility of the building designer. 3.2x mag bridging sheathing lateralbracings plywood vderre showntO.+ "`Bc' PA U L �` SEQ. : K15 3 815 3 4.No bad should be applied to any component unci after all bracing and 4.Installation of�leththe responsibility o�b f respective used in a o contractor. environment, fasteners are complete and at no trine should any loads greater than Design assumes TRANS I D: LINK design loads be applied to any component and are for d ry condition'.of use. g Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTma has no control over and assumes no responaibllity for the EXPIRES: 12/31/2016 necessary. fabricabon,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 17,2015 6.This design is famished subject to the limitations set forth by A Plates shall be located on both faces of truss,and placed so their center TPIIWICA in BCSI,copies of which will be famished upon request. fines coincide with joint center lines. 9.Digits indicate size of plate in inches. Mask USA,Inc/CompoTrus Software 7.6.7-SP2(11)-E 10.For basicwnnector plate design values see EBR-1311,E5R-1968(MiTek) This design prepared from computer input by e ' PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 29'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0" 0.C. Design conforms to main windforce-resisting system and components and cladding criteria. r TC LATERAL SUPPORT <= 12"01. UON. LOADING c BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=29ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=1.6, 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. 14-06 14-06 T T 1' 12 IIM-9x4 12 9.00 Q 8.00 ill o ,4lIlIlII1iIIh 6... 9 O M-3x5(S) o M-3x4 M-3x4 y 12-00 y 17-00 A1.C, PR OF�cos k- GIN . Z � 1-00 29-00 IS?. •-Ob 2 8.782PE yr JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - El Scale: 0.2622 / " ' a. V� WARNINGS: GENERAL NOTES, unless othervdae rated: V 40 Truss: E 1 1.Builder and erection contractor should be advised of a1 General Notes 1.This design is based only upon the parameters shown and is for en individual � 4 OREGON 2�� and warnings before construction commenees. building component Ace icebility of design parameters end proper 2 2,4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the Wilding designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottrespectively unless chords b be laterally braced at i� q q y 5 G_ DATE: 11/17/2 015 ithe res'n� ra f hrector.Additional permanent breang of cons.and at ee hoin.such as ply od braced(TC)andf mak length).bJ V continuous sheathing or ater l b acing re meed sheathing(TC)ere and/or drywall(BC). A- PA UL t R` eponsibility of Sr.building designer. 3.Zs Impact bridging or lateral bracing required where shown++ v SEQ. : K15 3 815 4 4.No bad should be applied b any component until after all bracing and 4.Installation of trues is the responsibility of the respective contractor. fasteners are complete and at no time should any beds greater 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 condhon•of use. 5.CompuTrus hes no control over and assumes no responsibility fortis 8.Design assumes foil bearing at all supports shown.Shim or wedge C fabrication,handling,shipment and installation of components. ns�a,°ry. EXPIRES: 12/31/2016 7.Design aalsadequate drelnageisprovided. November 17,2015 8.This design is furnished subject.the limitations set font by 8.Plates shall bebe located on both faces of tom,and placed so Chair center TPIMTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits inaaate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector Otte design values see EBR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TC: 2x6 KDDF SS 29-00-00 GIRDER SUPPORTING 42-06-00 FROM 0-00-00 TO 23-00-00 IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 BC: 2x6 KDDF SS LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-18834) 4239 1- 8=(-3432) 15456 8- 2=( -990) 4602 11- 6=(-2535) 630 WEBS: 2x4 KDDF #1&BTR; 2- 3=(-15153) 3486 8- 9=(-3426) 15432 2- 9=(-3921) 954 6-12=) -597) 2931 2x6 KDDF #1&BTR A LOADING 3- 4=(-11697) 2757 9-10=(-2694) 12414 9- 3=(-1344) 5916 LL = 25 PSF Ground Snow )Pg) 4- 5=(-11694) 2757 10-11=(-2646) 12213 3-10=(-5082) 1236 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 19.0)= 64.0 PLF 0'- 0.0" TO 29'- 0.0" V 5- 6=(-19910) 3429 11-12=(-3191) 14208 10- 4=(-2952) 12600 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 506.2)+DL( 364.2)= 870.5 PLF 0'- 0.0" TO 23'- 0.0" V 6- 7=)-17339) 3888 12- 7=(-3199) 14223 10- 5=(-4713) 1149 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 23'- 0.0" TO 29'- 0.0" V 5-11=(-1292) 5987 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" -2240/ 10062V 0/ OH 5.50" 16.10 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. ( 3 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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 = -0.264" @ 10'- 1.3" Allowed = 1.872" -4- 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, 9" oc in 1 row(s) throughout 2x4 webs, MAX HORIZ. TL DEFL = 0.076" @ 28'- 6.5" \/�^/ 9" oc in 2 row(s) throughout 2x6 webs. + LATERALLY BRACE TO ROOF DIAPHRAGM /XVxVy` Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 19-06 14-06 fload duration factor=1.6, 6-01-12 9-03 9-01-04 4-01-09 9-03 6-01-12 End vertical(s) are exposed to wind, f ,r ,r Truss designed for wind loads 12 f f f in the plane of the truss only. M-4x10 12 8.00 NJ 8.00 9.0" 4 ,(i( M-3x6 1� . M-3x6 3 5 b M-3x62 M -3x6 6 r M-6x16All IL\A 111166...„ r- o ro► MIMIRO ui �J991Y� Q o 1 I M-3x10 M-9x10 =M-19 0x10 M-9x10 M-3x8 11 12 7 �I 0 o � �Ep PR pFFy-7x9(S) 43112# 0y y y y y `'� NGINe 26-00 4-01-04 4-04-12 9-04-12 4-01-09 6-00 t";: 04 a2,y l y 9r16-00 13-00 89782PE y 29-00 • JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - EGIRD • Scale: 0.1504 WARNINGS: GENERAL NOTES, anlessethesesenetetl: -v OREGON Ooh Q„ Truss EGIRD t Builder and erection contractor should be edasad et all General Notes 1.This s design basad only upon the parameters shown and is torso indiNdual 9n &,,,RY 15 T.' ��. and Warnings before construction commences budding component.Applicability y o(deaign parameters aproper 17' 2.Dt4 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 Me by and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 7 o.c.and sheathing o.c.respectively need a braced throughout their length by Aq U L R DATE: 11/17/2015 the ova all strucem is the responsibility of the building designer. continuous sheathing such as plywood sired 0 g(TC)and/or drywall(BC). SEQ. : K1538155 4.No load shoulbeapplied bany component until afbrall bracing and 4:�lllaa�bofgm�a lateral ere sblityofthe"mere'hewhi respective eorros coenvion fasteners are e applied pbb ane at co Ems ahoule any loads greater Man s.Design assumes wmea are u be used in a ronconoave environment, TRANS ID: LINK design loads mbany component. and are sr'dry fullben•ofatal EXPIRES: 12/31/2016 5.CompuTrus hes no control over and assumes no responsibility for y.o 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handing,shipment and installation of components. "0tB8°a" November 17,2015 6.Thio da' 7.Design assumes adequate drainage is provided. agn is furnished subject b the limitations set forth by 8.Plates shall be located on both faces of buss,and placed so their center TPIMrrCA 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 L)-E g D^g indicate size of plate..,,.,,u 6Oe ccn-pert cse_,oaa ae,r_�h I This design prepared from computer input by' ' PACIFIC LUMBER: Larry M .,LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-9=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-58) 27 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 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" -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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" 1-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 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" 8.00 177 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=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 11 0 ro 0 o 0 v o f- 1 M-3x9 1 i' y 1-00 2-00 (PROVIDE FULL BEARING;Jts:2,4,3 �S 4°P E�,q`rip ct' 89782PE 1-- JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - FJ1 {A • • Scale: 0.6860 -,'-at •',' .3 WARNINGS: GENERAL NOTES, unless olMnvise noted, Truss: FJ1 Snider and erection contactor should bead sedsatGeneralNoea This design'abased s yupontleparametersshownandiamranindu,dnal y OREGON �� and VWmings before construction commences, building component.Applicability of design parameters and proper � Q 2.2t4 compression web bracing moat be installed where shown«. incorporation of component b the responsibility of the building designer. 's� �,a Z 4 A 3.Additional temporary bracing to insure stability during construction 2.Design assumes the fop end bottom chorda m be laterally braced at `� ry S the responsibility of the erector.Additional permanent bracing of 7 os.and at 1G sc.respectively unbar braced throughout their brglh by •`, DATE: 11/17/2015 the overall structure b the responsibility of the building designer. 2x Icontimpact sheathinging such l as acing requirede eMihew sand 5 drywall(SC). /1� {1`V 3.In Impact bddging or bbrel!arcing where shown«« P ?l SEQ. : K15 3 815 6 4.No bad should be applied to any component unM after all bracing and 4.Installation of trues is the responsibility of the respective contractor. fasteners are complete and at no time should any balls 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.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,hantlling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the limitations set forthby 8.Plates shall be located on both faces of truss,end placed so their center November 17,2015 TPI/W1CA 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 L-E 9.Digits indicate size of plate in it obes. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) e e This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 2'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 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=(-58) 27 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/ 302V -16/ 618 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 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 BC PANEL LL DE FL = 0.001" @ 1'- 0.1" Allowed = 0.054" MAX TC PANEL TL DEFL = -0.001" @ 1'- 3.9" Allowed = 0.190" MAX HORIZ. LL DEFL = -0.000" @ 2'- 0.8" 3 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=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), p load duration factor=1.6, I Truss designed for wind loads rn p in the plane of the truss only. I 2► 4 1111011 1 M-3x9 2-00 y 1-00 y PAOVIDE FULL BEARING:Jts:2,4,3 O-01-08 GJ<`��GpNEe``It S1 Cys` R Q� :9782PE -9' JOB NAME : WE S TWOOD PL2 8 8 4-B HOGGANS PARK - FJ2 Scale: 0.9568 I � 4) WARNINGS: GENERAL NOTES, unless otherwise noted: ./� �A_OREGON O� Truss: FJ2 and parameters and Builder and erection contractor should be advised of all General Notes 1.This design A based only upon the parameters shown and A for an individual " YVq_"'FIN( 15 2 c.,‘" 1. aVJamings before oonsiruction commences. building component.Applicability of design parameteand proper 2.2x4 compression web bracing must be installed Alen,shown e. incorporation of component is the responsibility of the builtling designer. i'-'"A y a Additional temporarybracing to insure stabil during 2.Design assumes the top end bottom chords to be fabrelly braced at s U L �` dY g construction 2'0.and at ID o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlor drywell(BC). DATE: 11/17/2015 the overall structure is the responsibility of the building designer. continuous 2x Impact bridging or labral bracing required where shown c c SEQ. : K 15 3 815 7 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 bthantrusses are to be used in a ads greater 5.Design assumes nar.sorro&Ve environment, EXPIRES: 12/31/2016 TRANS I D: LINK design loads be applied to any component. and are for•dry condition.of use. 5.CampuTcw hes no control over and assumes no responsibility for 1M 8.Design assumes full bearing at all supports shown.Shim or wedge if mw fabrication.handling,shipment and installation of components. suery' November 17,2015 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the limitations setforlh by 8.Plates shall be located on both faces of suss,and placed so their center TPIIWTCA 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.IncJComouTrus Software 7.6.7SP2(1 Ll-E 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 2-9=(0) 0 BC: 2x9 KDDF #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" -69/ 301V -15/ 59H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -30/ 25V 0/ OH 5.50" 0.09 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 0.0" -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" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.000" @ 1'- 11.2" 3 -/ MAX HORIZ. TL DEFL - -0.000" @ 1'- 11.2" 12 Design conforms to main windforce-resisting 8.00 ' 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, I End vertical(s) are exposed to wind, O Truss designed for wind loads 1 in the plane of the truss only. ti r f 0 I111.--=1..... 0 O 211110.._..... 1 ► 4r 1 _ 1 M-3x4 r y 1-00 y 2-00 y (���OV PnOF�ss (PROVIDE FULL BEARING;Jts:2,4,3I 0) °NG�N EFR gc 89782PE 9C- JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - FJ2G Scale: 0.9690 v WARNINGS: GENERAL NOTES, unless otherwise noted; e1 1,OREGON Off' T Truss: FJ2 G 1.Budder and erection contractor should be advised of all General Notes 1.This design design bases only upon the parameters shows end is for an individual 91Q RY ` 4°N4) and Wnnw amirgs before cocton commences. building component Applicability of design parameters and proper Ai :7 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. _t G Add tonal temporary bracing to insure stability during construction 2.Design assumes the top and bottom choral to be laterally bated et ^A V` 7is the responsibility of the erector.Additional permanent bracing of o o.c.end at sheathing10l o.c.rospxWaly unless bated throughout their length by �•/ UL DATE: 11/17/2015 the overall rim..is the responsibility of he building designer. continuous bridging such as plywood sheethirg(TC)end/or arywaan(BC). 'g3.2x Impact bridging or lateral bracing required where shown+ SEQ. : Ki5 3 815 8 4.No bad should be applied to any component until after all bracing and 4.Installation of buss is the responsibility of the respect.contractor. fasteners are complete and at no time should any loads greater then 5.Design assumes trusses be used in a noncorrosive environment. sses are to TRANS ID: LINK designlaadsbeappiedtoanycomponent. and are for'dry condition"ofuse. EXPIRES: 12/31/2016 5.Compolr s has no control over and assumes no responsibility for the8.Design assumes full bearing at all supporta shown.Shim or wedge if tabricatbn.handling,shipment end installation of components. "' dry November 17,2015 6.This design is furnished subject to the limitations set forth b T.Design assumes adequate drainage is provided. y B.Plates shall be located on both faces of suss,and placed so their center TPIINRCA in BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA.IncJComouTrus Software 7.6.7(IL(-E 9.Diptaindicate=ize of u, K^rkMs„a¢ro Fc�_ Few_,owr,cure., This design prepared from computer input by' e PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 3'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOADDURATION INCREASE = 1.15 1-2=( 0) 63 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 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 OVERHANGS: 12.0" 0,0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -54/ 292V -15/ 59H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -38/ 48V 0/ OH 1.50" 0.08 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 0.0" 0/ 25V 0/ OH 5.50" 0.04 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 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" MA MAX TL CRREEP 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, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. cd I co O O 1 C1111111 0 I f O 2 1111 -1911._ 11111111, 1 M-3x4 ,1 b 1-00 3-00 (PROVIDE FULL BEARING;Jts:2,3,4 414 Q 89782PE r' JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - GJ1 • / J Scale: 0.6849 !t • • WARNINGS: GENERAL NOTES, unless otherwise noted: / \` Truss: GJ1 1.Builds,and erection contractor should be advised of all General Notes 1.This design tbased only upon theparameters shown and isfor anindividual y OREGON and Warnings before construction commence. building component Applicability of design parameters and proper 2 (y. 2.2z4 compression web bracing must be imtalbtl where elnovm+. incorporation of component is the responsibility of the butidirg designer. "I�e� �� .I, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chorda t be laterally braced et ^^77// Is the responsibility of the curator.Additional permanent bracing of D o.e,and at 10 o.e.respectively unless braced throughout their length by `�i DATE: 11/17/2015 the owereoewewretethe reap"r,a;bairyofthe building deaigner. <ontinaouaaneatningau<naeplyaoodaneathing(rc).naorarywan(Bc). p^ .0 L V SEQ. K15381603.arImpactbndgigorlateralbracingrequiredvinareshewn++ 1 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the resporsibtiity of the respective contractor, 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 ID: LINK design loads be applied to any component. and are for'dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility for the S� assumes full bearing at all support shown,Shim or wedge if fabrication,handling,shipment and instalation of component. �°" EXPIRES: 12/31/2016 8.This design sfurnished subject tothe bmitationsset fortby '. on�Wg^h� hosmes eddrainageisttuseed. November 17,2015 TPINVTCA in SCSI,copies of which will be fomished uponS Plea c incid be heated e both tees of truce,and placed so their center request lines coincide vriM joint anter linea. s Digits indicate size of plate in inohea MiTek USA,Inc./CompuTrus Software 7.6.7-5P2(1 L)-E 10.For beak connector plate design waluea see E519-1311,ESR-1988(MiTek) a 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 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-9=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-68) 93 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ 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" -98/ 306V -22/ 78H 5.50" 0.99 KDDF ( 625) 2'- 9.2" 0/ 34V 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/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" 3 MAX TC PANEL LL DEFL = 0.004" @ 1'- 9.9" Allowed = 0.197" MAX TC PANEL IL DEFL = -0.003" @ 1'- 9.9" Allowed = 0.295" MAX BORIZ. LL DEFL = -0.000" @ 2'- 11.2" MAX HORIZ. TL DEFL - -0.000" @ 2'- 11.2" 12 '8.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=1.6, o End vertical(s) are exposed to wind, I Truss designed for wind loads N in the plane of the truss only. N /- 0 o 0 2r' 9 1 M-3x4 y 1-00 y 3-00 y �� D PR OFFS IeROVIDE FULL BEARING;Jts:2,4,3I •r...‹.,- , 0GI N EFS' s/0 ,...__'4./ 89782PE "P"..... r • JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - GJ2 A...- ,10e. .. -r • MI Scale: 0.8605 (� WARNINGS: GENERAL NOTES, unless otherwise noted: 15' 1%CCC//// OREGON �O� Truss: GJ2 Builder and aactioncontrsciorshould beadvised ofall General Notes I.This is based parameters is desgrasellupontlepamarsshownandforanindvdual A Y 1 1�, �' and Warnings before contra-Litton commences. building component Applicability of design parameters and proper . 2.254 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 1 'l 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at ir DATE: 11/17/2015 is resp��s g the erector.Additional permanent bracing m continuous o.c.and et 10'a.n respec8 sly unbar b ah as plywood Odn hmughou[Mk bngft by pq U L R sponsibility of the building desiigner. 3.25 mpact bridging sheathing terral bracing �MChown) rdrywall(BC). ity of the where shown ba SEQ.: K15 3 8161 4.No load should be applied to any component until after all bracing and 4.Installation of firm re the responsibility or tiie 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 component. and are for"dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes full besting at all supporta shown.Shinn or wedge if November 17,2015 fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located onboth faces of truss,and placed no their center TPIHVrCA in BOB!,copies of which will be furnished upon request lines coincide with joint center lines. 5.Digits indcata size of pate in inches. MiTek USA.Inc.IComuuTrus Software 7.6.7(1Ll-E This design prepared from computer input by a h e PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 10'- 6.5" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12"OC. SON. system and components and cladding criteria. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, r- DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=1.6, 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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 5-03-04 5-03-04 12 8.00 IIM-4x4 12 9 Q 8.00 1111111111 .' '` 4 o O o ,�- a 0 1 0 M-3x4 M-3x4 ), y 1-00 10-06-08 y 1-00 y •<<=s PR°FRSs �,5 �NGINEFi4 /o 2 Q 89782PE yr JOB NAME : WESTWOOD PL2884—B HOGGANS PARK — H1 ` `/ .-� Scale: 0.5181 ��" , 1111 WARNINGS: GENERAL NOTES, unless olhwwrse noted: Truss: H1 1.Builder and erectbn contractor should be advised of ell General Notes 1.This design is based only upon the parameters shown and is for an individual 9 OREGON ti and Warnings before construction commences. building component Applicability of design parameters and proper 2.2t4 compression web bracing must be instelbd where shown+, incorporation of component is the responsibility of the building designer. ��() �A ` Z ��� 3.AddPoonal temporary bracing to insure stability during construction 2 Deei9^assumes the rop antl boCom Morris ro be laterally braced et �7/ 'l :J is Cie responsibiliy of the erector.Additional permanent bracing of 2'o.e.and at 10'o.c.respectively unless braced throughout their length by \� DATE: 11/17/2015 the overall sbucbre is the reeponsibbCy of the building designer. oonbnu t Meating such as plywood sheathing(TC)and/or drywall(BC). �A UL SEQ. K1538163 3.Sc Impact bridging or lateral bracing required where shown++ 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 ere 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 hes no control over and assumes no responsibility for the 6.Design as full bearing at all supports shown.Shim or wedge if m...,. fabrication, shipment and installation of components. EXPIRES: 12/31/2016 8.This design isfurnished subject totnelimitations set forth by 8. 9^88&1 melcaedoboth taws of November 17,2015 8.plea c nches hated cebethfaces of trues,and placed so their center TPINVECA in BCSI,copies of whits will be furnished upon request, lines coincide with joint center lines. MITek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 9.Digits indicate etre of plate in inches. 10.For basic connector plate design agues see ESR-1311,ESR-1988(MiTek) I This design prepared from computer input by* ' PACIFIC LUMBER: Larry M a 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=( -17) 44 1-6=(-15) 253 1-2=(-435) 68 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-365) 112 6-4=(-15) 253 6-3=( 0) 222 WEBS: 2x9 KDDF STAND; 3-9=(-408) 92 2x6 KDDF #2 A LOADING 4-5=( 0) 63 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 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 DOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.043" @ 1'- 6.5" Allowed = 0.454" MAX TL DEFL = 0.096" @ 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.$" 1-09 2-11-12 5-03-09 f f fMAX HORIZ. TL DEFL = 0.003" @ 9'- 6.5" 12 IIM-4x4 12 8.00 Q 8.00 Design conforms to main windforce-resisting 34.0" system and components and cladding criteria. ��� Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, �� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x4 IIIIIIII r) /- ig.rjI1 o Ill i. i I co �o 1* .,n M-3x8 M-1.5x3 M-3x4 0 b b y 4-08-12 5-03-04 1' y y 10-00 1-00 P R ���ED oFFss SNg NGINEF/4 /a 2 89782PE �r JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - H2 , . -...0e!-- .,� • Scale: 0.4985 WARNINGS; GENERAL NOTES, unless otherwise rated: 'w OW Truss: H 2 Budder and erection contractor should be advised 44 all Gene el Notes This design is based only upon the parameters shown and is for an individual ti..." OREGON ..,..*S,, and Wamings before construction commences. building component Applicability of design paremelerm and proper (A.y (y. 2.204 compression web bracing must be instated where shown+, incorporation of oomponent is the responsibility of the building designer. -'V &� 2 ��\ 3.Adtlibonal temporary bracing to insure stabilM1y during consWution 2.Design assumes the top and bottom chords to be laterally braced at `�/ le the responsibility of the erector.Additional permanent bracing of c o.c.and at 10 o.c.respectively unbx braced(TC)and/or their length by ``, DATE: 11/17/2015 the overal structure is the responsiblity of the buildingdesigner. SorI m act sheathing such as plywood sheathing(7C)and/or drywall(BC). /1�U L { V signer. 3.20 Impact bridging or lateral bracing required where shown++ P `` SEQ. : K15 3 816 4 4.No bad shoukl be applied to any component until after all bracing and 4.Installation of trues is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design eswmes 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.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 installation of components. 7.Design 'lemma!), EXPIRES: 12/31/2016 8.This design is furnished subject to the limittionsset fortby 6, shall located oeddrainageistus,provided. November 17,2015 8.Plates coincide be on beth feces of Was,and placed so their cantor TPIhVECA in BCSI,copies of whicti will be famished upon request. lines wincttla vett joint center linea. MiTek USA,InclOompuTrus Software 7.8.7SP2(1L)-E 9.Digits imitate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(Mask) This design prepared from computer input by' a e PACIFIC LUMBER: Larry M x,LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-9=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-53) 54 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 = 92.0 PSF 0'- 0.0" -82/ 295V -12/ 53H 5.50" 0.97 KDDF ( 625) 1'- 9.9" -88/ 109V 0/ OH 1.50" 0.17 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 98V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.001" @ 0'- 10.2" Allowed = 0.073" 1-05-10 MAX TC PANEL TL DEFL = -0.001" @ 0'- 10.7" Allowed = 0.110" fMAX BC PANEL LL DEFL = 0.006" @ 2'- 8.6" Allowed = 0.259" MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 9.9" 8.00 MAX HORIZ. TL DEFL = 0.000" @ 1'- 9.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=19.7ft, TCDL=9.2,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. 4 m oI 0 r- o rte_ 1 o o 2 1 M-3x4 l i' y 1-00 (PROVIDE FULL BEARING:Jts:2,3,4 I 6-00 �� 9E13 PR OF4ss Q 89782PE �T- JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - J1 • • (it? . . • Scale: 0.6771 Z WARNINGS: G.This design unuponhhrvnae sree: '9 OREGON Truss• Jl 1.Builder and erection contractor should be advised of at General Notes 1.Thio tlesign is based only upon the parameters shown and is for en individual O.� and Warnings before construction commences. building component Applicability of design parameters and proper 2.2v4 compression web bracing must be installed vkrere shown+. ineoryoretion of component is the respasibrlily of the building designer. /�.� 3.AddNonel temporary bracing to insure stability doming construction 2.Design assumes the top and bottom chorda to be laterally braced at '9,9 ��9/�y 15 J� _ is tlx responsibility of the erector.Additional permanent bracing of T o.o and at 10'o.c.respectively unless braced throughout their length by UL �-s DATE: 11/17/2015 the overall structure is the responsibility of the building de continuous sh.thing such as plywood sheathing(TC)and/or drywall(BC). AA �` rg ego's. 3.2z Impact bridging or lateral bracing required where shown+. SEQ. : El5 3 816 5 4.No load should be applied to any component unit after all bradrp and 4.Irntellation of truss is the responsibility of the respective contra... fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK designloads be applied to any component. and are for"dry condition.of use. 5.CompuTrus has no control over and assumes no responsibility for the6. Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. emery. 7.Daaign shallmesadequate onboreiageis Boss,provided. November 17,2015 8.This design is furnished subject.the limitations set for.by 8.Rates shall be located on both faces of truss,and placed so their center TPI/ARCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits inrbate size of plate in inches. MiTek USA,Ing./CompuTrus Software 7.6.7-SP2(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by' 4 ' ' PACIFIC LUMBER: Larry M e 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 1-2=( 0) 63 2-9=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 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 e 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" -43/ 318V -23/ 84H 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. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ' BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.129" 2-11-10 MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.254" MAX TC PANEL TL DEFL = -0.007" @ 1'- 8.2" Allowed - 0.292" f .f 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 HORIZ. TL DEFL = 0.000" @ 2'- 10.9" Design conforms to main windforce-resisting 3 -/ system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ''0 (A11 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. ro 0 c 0 o I o /- MEMIEM 1001141 M-3x4 y y 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 16-00 y 'c��ED P R 0FFss c,\c,• ' •.v. NEFR /O 0. <c/ 1 Q :9782PE -9r JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - J2 r Scale: 0.6271 ,,. /77f Ali WARNINGS: GENERAL NOTES, unless otherwise noted: Truss: J2 1.Builder end ereetion contractor should be advised of all General Notes 1.This design is based only upon he parameters shown and is for en individual V K. •R EGON and Warnings before construction commences. building component.Applieablity of design parameters and propero.q.respectively /. 2.2x4 compression web bracing must be installed where shown+, 2'inmDesign assumes of component is the responsibility of the building designer. 17,9R Y I, 1.9��` 3.Additional temporary bracing to insure stability during construcassumesthe top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 7 o.c.and et 10' tively antras braced throughout their length by , DATE: 11/17/2015 the overall structure is the responsibility Deme building designer. 20 Impact haus ddntng or such as plywood sheathing(TC)hes and/or arywau(Bc). f, U L �`v 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : 1<1S3816 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibtiity 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 fr'dry condition'of use. 5.Campol,us has no control over and sesames no responsibility for the E Design scones Lull bearing at at supports shown.Shim or wedge if EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. necessary. 8.This design is furnished subjecttothe[iimidtonssetforthby 8.��sha116e1a�d do both �^andplacedso�ircenter November 17,2015 TPI/YWCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. MiTek USA,IncJCompuTrus Software 7.8.7SP2(1 L)-E 9.Digits indicate size of plate in inches. 10.For basin connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by '' e t t LUMBER SPECIFICATIONS PACIFIC LUMBER: Larry M TC: 2x4 KDDF #1&BTRit TRUSS SPAN 6'- 0.0" BC: LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 2x9 KDDF #1&BTR 1-2=( 0) 63 2-9=(0) 0 SPACED 29.0" O,C. TC LATERAL SUPPORT <= 12"01. UON. 2-3=(-89) 71 BC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ' TOTAL LOAD = 42.0 PSF 0'- 0.0" -90/ 361V -35/ 114H 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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP COND. 2: Design checked for net(-5 psf) uplift at 24 "cc 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 = 0.054" 9-05-10 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.072" ,r MAX TC PANEL LL DEFL = 0.028" @ 2'- 5.2" Allowed = 0.315" MAX BC PANEL TL DEFL = -0.038" @ 3'- 1.9" Allowed = 0.339" 12 8.00 3 MAX BORIS, LL DEFL = -0.001" @ 4'- 4.9" MAX HORIZ. TL DEFL = -0.000" @ 4'- 4.9" '' 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=1.6, Truss designed for wind loads o in the plane of the truss only. a 0 co o /- I o o 1 ��g M-3x4 y y 1-00 6-00 y (PROVIDE FULL BEARING;Jts:2,3,4 ���ED P R OFess �cC�`so tNGINEfi , ic, 2 JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - J3 ¢ 8�782PE �� Scale: 0.5758 / .'q,/ • WARNINGS: GENERAL NOTES, unless otherwise rested: ,, ��"^^ --� Truss• J3 Builder and erection contactor should be advised of al General Notes 1.Thisde'n abased only u (� and Warnings before construction commences. building component.Applicability ofdesignparameters an'I forer individual A �^�REGON9;• l 2.2z4 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 construction 2.Design assumes the top and bottom chords to be laterally braced at �� '9 RY 15 !`� DATE: 11/17/2015 is responsibility of the erecter.Additional permanent bracing of 7 o.c.and at 1s.o.c.respectively anginas braced throughout Mair sf(Bength by /_ the overall structure is the responsibility or he building designer. continuous shntidng such as plywood sheathing(TC)and/or drywall(BC). /r t ` SEQ.: K1538167 4.No bad should be applied to any component until after all brawn and 4.In ll oono truss ipact bridging s the responsibility required spa veco„y.;ctor. ���„/�„ fasteners are compete 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 dewign loads be applied to any component. and are for'dry coed eon•of use. 5.CumpuTrus has no control over and assumes no responsibility for the 8.Design assumes fullbearing wedge bearing at all supports shown.Shim if fabrication,handling,shipment and installation of components. ^� aryEXPIRES: 12/31/2016 6.This design is furnished subject to the limitations set forth by 7 Design assumes adequate drainage is provided. TPINVICA in SCSI,copes of which will be famished upon request 8.hoes�mi�eewith joint d co mter fte�of buss,and placed to their center November 17,2015 MITek USA,Inc./Compu7rus Software 7.6.7-SP2(7 L)-E 9.Digits e,dicete 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 ' a r t PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS : TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 1-2=( 0) 63 2-4=(0) 0 2-3=(-119) 91 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZBRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -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 1OPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/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 = 0.111" @ 3'- 7.2" Allowed = 0.435" 5-11-10 MAX TC PANEL TL DEFL = -0.107" @ 3'- 4.8" Allowed = 0.653" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 3 -/ MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 8.00 F.77 11 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-1.6, Truss designed for wind loads in the plane of the truss only. 0 0 o /- I a o 1 2�� 4110."--- -►/ -� 0 M-3x4 J' 1 b 1-00 6-00 (PROVIDE FULL HEARING:Jts:2,9,3 �,�Ep P R OiF. C. �NG'I NES." `�%O �, 2 4t" 89782PE r JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - J4 Scale: 0.5344 WARNINGS: GENERAL NOTES, udessothenvise - noted: W- / ,w Truss: J9 1.Builder and erection contractor should be advised of all General Notes 1.This design a based only upon Me parameters shown and is for an individual y y OREGON O^ and Waminga before construction commences. building component.Applieabtiity of design parameters and proper 2.34 compression web bracing must be installed where shown+. incorporation o/compon ent is the responsibility of the building designer. I� &A"11 ii y e_ Z �� 3.Add'N'onal temporary brscirg to insure stability during constriction 2.Design assumes the top end bottom chores b be laterally braced at "'7/ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by `� DATE: 11/17/2015 Me oven&structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). PA U L SQ. K1538168 3.at Impact bridging orroeealbracingrequiredwhereshown++ E 4.No load should be applied to any component until after all bracing and 4.Installation of buss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a non-corrosive environment TRANS I D: LINK design loads be applied to any component end are for'dry condition of use. 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge N fabrication,handling,shipment and installation of components. Desnecign EXPIRES: 12/31/2016 6.This design is furnished subject to the limitations set forth by 7.Penis sasumesosed drainage ciopruss,an November 17,2015 B.Plates s shell be located on both soca of truss,and placed so(heir center TPIMRCA in BCS(,topes of which will be famished upon request. lines coincide with joint comer Linea. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.8.7-SP2(1 L)-E 10.For basis connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by e a e t PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TC: 2x9 KDDF #1&BTR TRUSS SPAN 7'- 5.6" BC: 2x4 KDDF #1&BTR SPACED 29.0" O,C. LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 1-2=( 0) 63 2-5=(0) 0 2-3=(-168) 152 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-9=( -87) 39 C LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT BRG TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS MAXREACTIIONS SIZE SQ.IN.REQUIR (SPECIESS)) 0'- 0.0" -29/ 377V -58/ 1778 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) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -181/ 352V 0/ OH 1.50" 0.45 KDDF ( 625) 7'- 5.6" -60/ 23V 0/ OH 1.50" 0.09 KDDF ( 625) LIMIIEDMSTOS OF IOE 2N T AND IRC 2012 NOT SPITG 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 29 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/290, 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 = 0.938" 12 ' MAX TC PANEL TL DEFL = -0.057" @ 2'- 11.9" Allowed = 0.657" MAXM111-1:14:HOI . LTL DELL = -0.0022" @ 55'-- 1128,00 17. 3 '' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, I Truss designed for wind loads p in the plane of the truss only. N co o /- I 1� c CS A- �� o l 5�� -I M-3x4 l y )' )- 1-00 6-00 1-05-10 (PROVIDE FULL BEARING;Jts:2,5,3,4 I 1oxv P R OFFS c�5 t1N NEF'9 45%C) 444 2 �" 89782PE -9f JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - J5 • Scale: 0.5074 WARNINGS: GENERAL NOTES, s alMrwise rated. Truss: J5 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual .�y • and Warnings before construction commences Wilding component.Applicability of deagn parameters and proper /J 7 OREGON 2.2c4 compression web bracing moat be installed where shown., incorporation&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 at Id �4/4Y1 5 Z Ni((' DATE: 11/17/2015 is the responsibility of the erecter.Additional permanent bracing of 2.o.c.and at 1a o.o.respectively unless braced throughout their bnglh by Me overall structure is the responsibility of the building designer. continuous,id ng ng such as plywood sheathing(TC)and/or drywall(BC). !� /,tea SEQ.: K1538169 4.No bad should be applied t any component until after all bracing and 4.I a Impact of°buss is u„rreespl prmib�iirequired fthe , contractor. �" '�I-- fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment. TRANS ID: LINK design loads be applied to any component. and are for"dry condition.of use. 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge t fabrication.handling,shipment and installation of components. mc.,-, EXPIRES: 12/31/2016 8.This design is furnished sublectte the limitations set forth by 7.Design assumes adequate drainage is provided. TPIMlfCA in SCSI,copies of which will be furnished upon request 8.Plates ne�Hnc!d with located"coed r facesofbuss,and placed so their center November 17,2015 MiTek USA,Inc./CompuTrus Software 7.6.7SP2(1 L)-E s. 9.Digits indicate size of plate in inches. 10.For beet connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by ° 4 e i PACIFIC LUMBER: Larry M a 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=( 0) 63 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-211) 194 3-4=( -82) 35 TC LATERAL SUPPORT <= 12"OC. UON. LOADING t 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. CON D. 2: Design checked for net 5 g (- 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" WMAX TC PANEL TL DEFL = -0.059" @ 2'- 11.9" Allowed = 0.657" l MAX HORIZ. LL DEFL = -0.002" @ 8'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 8'- 10.9" 12 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. 0 ko m o f c o l►� gt=a 0 M-3x4 y 1-00 y 6-00 y 2-11-10 y ��,ED PR0pt. 'PROVIDE FULL BEARING;Jts:2,5,3,4 I {(V E �c..1 ANG -7 0* Q 8.782PE fir' • JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - J6 d,/ :41;;\42 Scale: 0.4487 - • j• _ WARNINGS: GENERAL NOTES, unless otherwise noted ,/ C./14Z, OREGON 1.Builder and erection contactor should be advised of all General Nobs 1.This design is based only upon the parameters shown and is for an nrdividual ,• Truss: J6 and wamin before construction commences. building component. gs Applicability neais of design parameters and proper '� �' 2.2s4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the fou&ding designer. r0. 3.Additional temporary bracing b insure stability doing construction 2.Design assumes the top and bottom chords to be laterally braced at Y,4 �9 fif y 15 is the responsibility of the erector.Additional permanent bracing of Y o.c.end at 10'e.e.respectively unless braced throughout their length by T/�- J DATE: 11/17/2015 the Duet's structure is the responsibility continuous sheathing such as plywood sheatiung(TC)and/or drywell(BC). -f PA I 'U �` try of the building designer. 3.2z Impact bridging or leterel bracing required where Mown++ U SEQ.: Ki5 3 817 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss a 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 fordry 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 ca88HryEXPIRES: 12/31/2016 fabdeatiohandling,shipment and instillation of components. 7.Design assumes adequate drainage is provided. November 17,2015 8.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so Moir center TPINVTCA in SCSI.copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Int./CompuTrus Software 7.6.7-SP2(1L)-E 1o.For basic connector plate design values see ESR-1311.ESR-1988(Web) This design prepared from computer input by :. a a ' PACIFIC LUMBER: Larry M • LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-262) 226 3-4=( -95) 43 TC LATERAL SUPPORT 1= 12"OC. UON. LOADING 4-5=( -29) 0 • BC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIP DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 5.6" TOTAL LOAD = 92.0 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" -209/ 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 5 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 LL DEFL = -0.000" @ 10'- 5.6" Allowed = 0.097" MAX TL CREEP DEFL = -0.000" @ 10'- 5.6" Allowed - 0.063" �( MAX TC PANEL LL DEFL = 0.042" @ 3'- 9.9" Allowed = 0.938" MAX TC PANEL TL DEFL = -0.059" @ 2'- 11.9" Allowed = 0.657" 12 MAX HORIZ. LL DEFL = -0.003" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.003" @ 9'- 11.2" 8.00 1 Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 190 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, a' (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. r-- -: no o I RriiIIMINIIMIM 1 6�� o M-3x4 y 1-00 y 6-00 y 4-05-10 y <��ED PRoFFs6, (PROVIDE FULL BEARING;Jts:2,6,3,9I `A`" �NG�NEe,9 �o V 1/ 4,-..41 89782PE 9r JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - J7 Scale: 0.4016 ��, v1�y��f _ WARNINGS: GENERAL NOTES, unless otherwise noted: '9 OREGON �`0 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 Truss: J7 and Warnings before construction commences. budding component.Applicability of design parameters and proper 2.2r1 compression web bracing moat be installed where shown u, incorporation of component is the responsibility of the building designer. O P 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom horde to be laterally braced at 9,4 �9 q y 5 ;�`P is the responsibility of the erector.Addtonal pennanant bracing of Y sc.and at 10'on.reapectively unless braced throughout their eII(B by DATE: 11/17/2015 the overall structure is he responsibility of the bulk g designer. continuous sheathing such as plywood required ng TC)and/or drywell(BC). !'A U L R 3.a Impact bridging or lateral bracing required where shown 4 4 SEQ. : El5 3 8171 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respectve contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a nanconosive environment TRANS ID: LINK design loads be applied to any component. and are br'dry condition•of use. s.Compolrus has no control over and assumes no responsibility for Bre 6.Design assumes full bearing at all supports shown.Shim or wedge if w,a.ry. EXPIRES: 12/31/2016 fabrication,handling,shipment and iretallaon of components. 7.Design assumes adequate drainage is provided. November 17,2015 8.This design is furnished subject to the limitations set font by 8.Plates hall be located an both faces of truss,and placed so their center TPI/WICA in BCSI,poples of which will be furnished upon request lines coincide with joint center Imes. 9.Digits indicate size of plate in inches MiTek USA,180./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 t x to a PACIFIC LUMBER: Larry M TRUSS SPAN 11'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 y LUMBER SPECIFICATIONS 1-2=) 0) 63 2-6=(0) 0 TC: 2x4 KDDF #1SBTR LOAD DUSPAIEN I24R0ASE C 1.15 2-3=(-301) 282 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 3-4=(-143) 104 4-5=( -97) 23 • TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE' DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 POE 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 10PSF 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/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 0 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" 4 MAX HORIZ. LL DEFL = -0.004" @ 11'- 10.9" '( MAX HORIZ. TL DEFL = -0.004" @ 11'- 10.9" 12 8.00 V 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, 3 o Truss designed for wind loads I in the plane of the truss only. c 0 I �� m W o /- t m -/ 0 . M-3x4 y '� �Ep P R OFFs61 y 1-00 b 6-00 5-11-10 �`., ��GI NEER 1p9 'PROVIDE FULL BEARING;Jts:2,6,3,4,5 I 44, Q 89782PE r • JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - J8 Scale: 0.3715 ,.,1\2i: • . . • r WARNINGS: GENERAL NOTES, unless othervriso rated: I "'9� OREGON(12N. 1.Builder and erection contractor should be advised of all General Notes 1.This design H based only upon the peremetars shown and is for an individual %i Truss: J8 and V/amings before construction commences. building component.Applicability of design parameters and proper r q q y 15 !�, moretion of component Is the responsibility of the building designer. 2.34 compression web bracing must be installed where shown+. 2 Design assumes the fop and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 7 o.c.and at 10 o.o respectively unless brand throughout then length by A- p. �` is the responsibility of the erector.Additional pemtanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/17/2015 the overall shncture is the responsibility of the building designer. 3.2c Impact bridging or iteral bracing required where shown++ SEQ.: Ki5 3 817 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 oontracbn. fasteners are complete and at no lime should any loads greater then 5.Design assumes Wesel are to be used Inc nentonosce environment, and are for'dry condition'of use. ^^//a] �] TRANS ID• LINK design bade be applied to any component. B.Design assumes full bearing at all supporta shown.Shim or wedge if EXPIRES: 12/31/2016 • 5.CompuTrn has no control over and assumes no responsibility for the necesary. 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 sat fortis by 8.Plates shall be located on both faces of Wss,and placed so their center TPINV'CA in SCSI,copies of which wit be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTros Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) This design prepared from computer input by ' w 1.• a PACIFIC LUMBER: Larry M a LUMBER SPECIFICATIONS TRUSS SPAN 13'- 5.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-6=(0) 0 -..- BC: BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-392) 325 3-4=(-194) 151 - TC LATERAL SUPPORT <= 12"OC. UON. LOADING 9-5=( -73) 50 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/ 377V -106/ 31211 5.99" 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" 0.49 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 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. I 5 -f 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 = 0.046" @ 3'- 7.4" Allowed = 0.438" MAX TC PANEL TL DEFL = -0.059" @ 2'- 11.8" Allowed = 0.657" MAX HORIZ. LL DEFL = -0.005" @ 13'- 9.9" MAX HORIZ. TL DEFL = -0.005" @ 13'- 4.9" 12 I( Design conforms to main windforce-resisting 8.00 (� 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, c Truss designed for wind loads o f in the plane of the truss only. c 3 O 41 OD 7, I 0 M-3x4 y y y b 'S(C' s G N E FF`Sn 1-00 6-00 7-05-10 F�5 FiN E'R p2 (PROVIDE FULL BEARING;Jts:2,6,3,4,5 I , 89782PE v JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - J9f `y_/�JI . Scale: 0.3930 WARNINGS: GENERAL NOTES, unless of erwlse noted: T/' <0 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown end is for an individual 9A_ OREGON �� Truss: J9 and Warnings before consbuctien commences. butding component.Applicability of design parameters and proper �J 'Y(/ (' ' 2.2x4 compression web bracing must be installed whore shown+, iincorporation of component is the responsibility of Ute building designer. 7 Al R�, y Q 3.Additional temporary bracing b insure stability during construction 2.Design assumes the top and bosom chortle a be latently braced at a the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by sheathing such m plywood odrywan(Bc). PAUL \V DATE: 11/17/2015 the overall structure is the responsibility of the building designer. 3.it Impact continuous ll bracing quired ws + SEQ.: El5 3 817 3 4.No bed should be applied to any component until after all blaring and 4.Installation of truss is the responsibility of the respective contractor. fasteners are canpite and at no time should any loads greater then 5.Design assumes busses are to be used in a noncorrosive environment, are dition'of TRANS I D: LINK design nus be applied a any component. 6.Desiggn assudrrrs fulll bearing at ell supports shown.Shim or wedge it 5.CompuTrus has no control over and assumes no responsibility for the EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 17,2015 6.This design is furnished subjects the limitations set font by S.Plates shell be located on both aces of buss,and placed so thele center TPIIWI CA in SCSI,copes of which will be famished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,InciCompuTrus Software 7.6.7-SP2(IL)-E 10.For basic connector pate design values see ESR-1311,EBR-1988(Mack) This design prepared from computer input by 1 u. a e PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 19'- 0.0" e TC: 2x4 KDDF #1&BTR IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-7=(0) 0 SPACED 24.0" O.C. 2-3=(-395) 340 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-9=(-243) 169 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4-5=(-126) 64 OVERHANGS: 12.0" 11.6" DL ON BOTTOM CHORD = 10.0 PSF 5-6=( -61) 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/ 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" -149/ 262V 0/ OH 1.50" 0.34 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 14'- 0.0" -134/ 237V 0/ OH 1.50" 0.30 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6 -/ '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" 0 MAX 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" 12 MAX HORIZ. LL DEFL = -0.007" @ 13'- 11.2" 9 MAX HORIZ. TL DEFL = -0.007" @ 13'- 11.2" 8.00 N i Design conforms to main windforce-resisting system and components and cladding criteria. c o Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=l.6, 3o Truss designed for wind loads in the plane of the truss only. m 0 v o I 1 7'_� O M-3x4 y1-00 y 6-00 y 8-11-10 y ( ���NG NEF.�'i0 (PROVIDE FULL BEARING;Jts:2,7,3,4,5 I `,�J 4Z: 89782PE r JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - J10 _,� - Scale: 0.3217 L" • WARNINGS: GENERAL NOTES, unless otherwise noted; lal Truss: J10 1.BuilderanderectioncontractorshouldbeadvisedofallGeneralNobs 1.This design is based only upon to parameters shown and is for an individual y OREGON and 114mings before construclbn commences, building component.Applicability of design parameters and proper 2t4 compression web bracing must be installed where shown+, incorporation of component ti is e responsibility of to building designer. 3.Additional temporary blaring b insure stability during construction 2.Design assumes the top and bottom chords be laterally braced at lAb.'`1 RY 15 2 2 <<„, is the responsibility of the erector.Additional permanent blaring of Y o.a and at 10'o.e.respect lunless braced throughout Mick length by `� DATE: 11/17/2015 the overall sbocture is the responsibility of the budding designer. continuous Sheathing Such as plywood wood sheathing(TC)and/or drywan(BC). PA U SEQ.: Ki5 3 8 1 7 4 4.No bad Stroud be applied b any component until after all bracing and 4.Installation of��n the respl poonbbil responsibility rered esspectvemntactor. fasteners are compote and at no time should any bads greater than 5.Design assumes Musses are to be used in a nonaonosiv environment. TRANS ID: LINK design loads be applied to any component. and are for-dry condition"of use. 5.CompuTnrs hes no confrol 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. na Design assumes EXPIRES: 12/31/2016 6.This design isfumishedsubject tothe hmibtionsset forth by I.�gnhaewmelo edobothfacefa bro,provided. November 17,2015 S.Plescshalle located on both has ofWv,end placed so their center TPINVECA in BCSI,copies of which will be famished upon request lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.8.7SP2(1 L)-E 9.Digits indicate size of pate in inches. 10.For basic connector plate design values see ESR-1311.ESR-1908(MTek) This design prepared from computer input by K PACIFIC LUMBER: Larry M r LUMBER SPECIFICATIONS TRUSS SPAN 15'- 10.3" 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" 0.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. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" V4� MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.046" @ 3'- 7.4" Allowed = 0.438" 6 MAX TC PANEL TL DEFL = -0.058" @ 2'- 11.9" Allowed = 0.656" ,� MAX HORIZ. LL DEFL = -0.007" @ 15'- 9.6" MAX HORIZ. TL DEFL = -0.007" @ 15'- 9.6" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 8.00 9 Wind: 140 mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, N Truss designed for wind loads in the plane of the truss only. M-3x5(5) 1 , *� o 3 '-1 r 0 rn t 101=111M111=1111. -/ o M-3x4 ��E D P R DEPS yl-00 6-00 y 9-10-05 y �N• �NG{NE�R s/0� (PROVIDE FULL BEARING;Jts:2,7,3,4,5,6 I 44 89782PE r JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - J11 - Scale: 0.2825 ��V Cr.?/y//t .. • WARNINGS: GENERAL NOTES, u,lessotaresenoted: OREGON '�4) 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual O Truss: J11 and warnings before construction commences. budding component.Applicability of design parameters and proper (� 2.Zh4 compression web treeing must be installed where shown+. incorporation of component is the responsibility of the budding designer. �.1(J OREGON G V �� 3.AddNonal temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at / Al :J is the responsibility of the erector.Additional pemanent bracing of 7 o.e.and et id on.respectively unties braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). PA . U L �\ DATE: 11/17/2015 the overall structure is the responsibility of the tout ding designer. 3.2a Impact bridging or Wendt bracing required where shown++ SEQ.: K15 3 817 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 are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK 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.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 fabrication.handing.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 B.Plates shall be located on both faces of trues,and placed so their center TPIANICA in BCSI,copies of which rill be furnished upon request lines coincide with joint center lines. 9MiTek USA,Inc./Com uTrus Software 7.6.7-5P21L-E 0 Digits indicatesizeplatelin n values see ESR-1311,ESR-1988(MiTek) ., . This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 2'- 7.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 67 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-59) 20 TC LATERAL SUPPORT 0= 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 BAG 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" -103/ 386V -9/ 65H 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/ 60V 0/ OH 1.50" 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 "lac spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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 = 0.002" @ 1'- 0.1" Allowed = 0.052" MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.070" MAX HORIZ. LL DEFL = -0.000" @ 2'- 7.0" 12 MAX HORIZ. TL DEFL = -0.000" @ 2'- 7.0" 6.00 3 "1 will1 Design conforms to main windforce-resisting system and components and cladding criteria. N Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), or load duration factor-1.6, o Truss designed for wind loads coin the plane of the truss only. 0 I /- r- ? 0 -s OI 2► 41111:1111 ' 1 M-3x4 y )' y 1-04 y 2-00 0-07-12 ��EG PROFF (PROVIDE FULL BEARING;Jts:2,4,3 I �\�'� \AGI N E .9 6' t. .‹ :9782PE yr i JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - SJ1 Not Scale: 0.8966 -/ / 1. 14 OREGON so WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown and is for an individual ..17,9 Air?), 5 Truss: SJ1 and Warnings before construction commences. building component Applicability of design parameters and proper 2.2tt4 compression web bracing must be instated where shown+. incorporation of component is the responsibility of the building designer. dfr V 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at pA U L P by is the responsibility of the erector.Additional permanent breeng of Y o.c.and at ea o.n.respectively vply unless breced(TC)a d/r dryeir ongth). pennene continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). DATE: 11/17/2015 the overall structure is the responsibility of the budding designer. 3.2e Impact bridging or lateral bracing required where shown" SE K 15 3 4.No load shown be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4• 817 6 fasteners are compote and at no time should any loads piaster than 5.Design assumes mosses are to be used in a noncorrosive environment EXPIRES: 12/31/2016 design loads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 8.Design November 17,2015 5.CampuTrus has no control over and assumes co respomibifdy for the s„ry. fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. 6.This design is fumished subject to the limitations set font by 8.Plates shall be located on both faces of buss,and placed so their center TPINVI'CA in SCSI.copies of which will be furnished upon request lines coincide vrith joint center lines. 9.Digits indicate ewe of plate in iechos. MiTek USA.Inc./ComouTrus Software 7.6.7-SP2(1 L1-E ,n�..,i..,...�..•.e..,u .,••,""•A�„••�-«w_„«oco_,oaa, .. This design prepared from computer input by K • • PACIFIC LUMBER: Larry M r IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER: SPECIFICATIONS DURALUSS SPAN EAS 4.1" 1-2=( 0) 67 2-4=(0) 0 v TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 2_3=(-9q) 42 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. - TC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG A REA BC LATERAL SUPPORT <= 12"OC. DON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 16.0" 0.0" TOTAL LOAD = 42.0 PSF CO- 0.0" -86/ 397V -20/ 107H 5.50" 0.63 KDDF ( 625) 1'- 9.2" -31/ 120V 0/ OH 5.50" 0.19 KDDF 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 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290r TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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" MAX BC PANEL TL DEFL = -0.003" @ 1'- 0.1" Allowed - 0.070" 12 6.00 MAX HORIZ. LL DEFL = -0.000" @ 5'- 4.0" MAX HORIZ. TL DEFL = -0.000" @ 5'- 4.0" 3 -/ Design conforms to main windforce-resisting 0 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 in the plane of the truss only. 0 0 r o I a 2 : os ►� 4.f o M-3x4 ; * * * 1-04 2-00 3-04-12 (PROVIDE FULL BEARING;Jts:2,4,3 I 00 P R OFF6�0�NAGIN' s/ s .,. RO � ccQ 8.782PE9 JOB NAME : WESTWOOD PL2884-B HOGGANS PARK - SJ2 '� " -_ Scale: 0.6367 • WARNINGS: GENERAL NOTES, unless otherwise noted: ,." OREGON�O�4, 1.Builder and erection contractor should be advised of all General Nobs 1.This design is based only upon the parameters shown end is for en individual4. �� Truss: SJ2 and Warnings before construction commences. bidding component Applicability of design parameters and proper y ,9 Ry 15 �ft rporationofco ponentisthereepansblkyofthebuNdingdearener. J 2.244 compression web bracing must be installed where shown+. 2,'Design assumes the tap and bottom chords b be laterally braced at 3.Additional temporary bracing m insure stability during construction r c.c.and at 10'o.c.respectively unless braced throughout their length by /1,s UL �. is the responsibility of the erecter.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywali(BC). PA DATE: 11/17/2015 the overall stuhrre is the responsibility of the building designer. 3.24 Impact bridging or labral bracing required where shown++ 4.No bad should be applied to any component until after all bracing and 4.Installation of truss b the responsibility of the respective contractor. SEQ. : K1538177 fastenerearecompleteandatnotimeshouldanybadsgreaterthan 5.Design assumes trusses ere mneused banon<onoaweenwronment, and are for'dry condition of use. TRANS I D: LINK design loads be applied to any component 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the mammy. fabrication,handling,shipment and inetafatien of components. 7.Design assumes adequate drainage is provded. November 17,2015 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 TPINVUCA in SCSI.copies of whih will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of pleb in inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values see E5R-1311,ESR-1988(MiTek) Symbols Numbering System a General SafetyNotes PLATE LOCATION AND ORIENTATION 1 3/4' Center plate on joint unless x,y offsets are indicated. I I b 4-8 dimensions shown in ft-in sixteenths Failure to Follow Could CauseuryProperty (Drawings not to scale) Damage or Personal Inj MEE Dimensions are in ft-in-sixteenths. hi Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. 11 n C1-2 C2-30-/j 62. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves �_� 4 may require bracing,or alternative Tor I O p bracing should be considered. r, U LINIIIii �� U 3. Never exceed the design loading shown and never o stack materials on inadequately braced trusses. 0 c7 e c6-� cs- 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate �- designer,erection supervisor,property owner and plates 0 'ad' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 6. plates a each face of truss at each joointint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from "Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR-2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all �� Indicated by symbol shown and/or SYP represents values as published pecifieresdects,equal to or better than that by AWC in the 2005/2012 NDS by text in the bracing section of the 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. Indicates location where bearings (supports) occur. Icons vary but 16.Do not cut or alter truss member or plate without prior ■ reaction section indicates joint ©2012 MTekO All Rights Reserved approval of an engineer. � IMMININ number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. ®1111111 a 18.Use of green or treated lumber may pose unacceptable _. environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPII: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, FyI lie I( 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate F 414 Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013