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Plans (7) A 5 7'2-01 _ oo! !.Z 45-0" c7 7s3 5 Cc/ 12 � > 12-0' 19'-r 14'-11' ro- i N. P Lo - - ----- -- ---- ------- I- .. .. _ m . > 4:.tom. -. a:12 . , s " 113 (7) 18'-5 1/2' N . , _. Nt —. r■ o- - - M N -- -- — _ 10 W W EJ1 - k .. 8,12 - -- .. .. , , ,■_ (12) EJ2 __ - _ _ _ _ ._ , EJ3 _, 5:127 EJ4 .. _ _ _ _ , , 4 EJ5 _ I sl it)01 EJ4 _+ -.Iii EJ3 w - - - 11. DJ4 • EJ2 __W A 5: 2 ••111111 DJ3 4 EJ1 M. B2 (3) y . DJ2 0 q / ` i 8'�■I�"�■I - - ' 8:12 _ o In g_ DJ1 / 11'-111/2' n 13 I 2r-3' I 12'-0' 101-3 112" 11'-11 1/2' I 11'-9' % ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS .'T SMITH 06/29115 TRUSS CALCULATIONS AND . REVISION-1: ENGINEERED STRUCTURAL IN PROJECT TITLE. DRAWINGS FOR ALL FURTHER tfi um ber 17529-.:T SMITH-PLAN 2545-3CAR ELEV B INFORnaTZEBR ILDING DESIGNER/ENGINEER OF RECORD PLAN DRAWN BY' JP REVISION-2: RESPONSIBLE FOR ALL NOB-TRUSS TO TRUSS CONNECTIONS.BUILDING 2545 / 3CAR-B 3C WRECKED BY DESIGNER/ENGINEER OF RECORD TO & TRUSS COMPANY REVIEW AND APPROVE OF ALL DELIVERY LOCATION: SCALE REVISION-3 DESIGNS PRIOR TO CONSTRUCTION. 0.116"- 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. — CJ3 UPPER 7-10-15 Roseburg 7:32am A Forest Products Company 1 of 1 CS Beam 4.12.3.5 kmBeamEngine 4.12.5.1 'Materials Database 1518 Member Data Description: Member Type:Joist Application: Floor • Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 T T / 19 0 0 O 19 0 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall Steel N/A 1.750" 498# — 2 19' 0.000" Wall Steel N/A 1.750" 498# — Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 383#(383p1f) 115#(115p1f) 2 383#(383p1f) 115#(115p1f) Design spans 19' 1.750" Product: 11 7/8" RFPI-400 12.0" O.C. PASSES DESIGN CHECKS Minimum 1.75"bearing required at bearing#1 Minimum 1.75"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2383.# 4315.# 55% 9.5' Total Load D+L Shear 498.# 1480.# 33% 0' Total Load D+L TL Deflection 0.4422" 0.9573" U519 9.5' Total Load D+L - LL Deflection 0.3402" 0.4786" U675 9.5' Total Load L Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% h SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON Strong�Tie Copyright(C)2015 Sim EWP MANAGER g ( ) by Simpson Strong-Tie Company Mc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design critena for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663 ��-r a 1111 MiTek! MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 17529- JT SMITH- PLAN 2545- 3CAR- ELEV A 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: K1316168 thru K1316200 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. ��Ep PRQFFS,s • �.�5 NGINEc9 /�29 89782PE 9,L OREGON o^'' ` 17.9 4 RY 15 ��' PAULR� -EXF( 2/ 1/2016 July 22,2015 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. r • r a t s 7 . , • I I s , 1 1 ' This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-6=(-17) 331 6-3=(0) 273 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-515) 107 6-4=(-17) 331 WEBS: 2x4 KDDF STAND 3-4=(-515) 107 LOADING 4-5=( 0) 63 TC LATERAL SUPPORT 0= 12"0C. UON. LL( 25.0)+DLI 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED ERG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -104/ 616V -98/ 98H 5.50" 0.99 KDDF ( 625) 11'- 11.5" -104/ 616V 0/ OH 5.50" 0.99 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 spat i>}(g. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX 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" @ 12'- 11.5" Allowed = 0.100^ MAX TL CREEP DEFL = -0.003" @ 12'- 11.5" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.040" @ 3'- 2.6" Allowed = 0.434" 5-11-12 5-11-12 MAX TC PANEL TL DEFL - 0.165" @ 3'- 5.1" Allowed = 0.652" 1 1 1 12 12 MAX HORIZ. LL DEFL = 0.003" @ 11'- 6.0" IIM-4x4 MAX HORIZ. TL DEFL = 0.005" @ 11'- 6.0" 8.00 Q 9.00 4.0" Design conforms to main windforce-resisting 3 system and components and cladding criteria. RONWind: 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. r I NI INIK\ . 7 O 1 O M-3x4 M-1.5x3 M-3x4 1 l l 5-11-12 5-11-12 y 1-00 y 11-11-08 y 1-00 y 7> GINEo\89782PE .....,JOB NA ME : PLAN 2545- 3 CAR ELEV A - A2 Scale: 0.9572 WARNINGS, GENERAL NOTES. stress otherwise noted (i 1.Builder and erection contractor should be adorned of as General Notes , rimes design a based orty upon the parameters snown and n for an mdiwdual ' OREGON p". Truss: A2 and Warnings before constr..)commences. tuning component.Apanwauty of design parameters and proper ,1/ ^ 2.104 compression web prating rust be instated where shown• mourn«ation of component is the responsibility of the budding designer. V 3.Additional temporary bracing to insure stability donne construction 2 Design assumes the top and bottom chords to be laterally I lilac at �� '�R Y 5 is Ire responsibility or the erector Additional permanent Sradne or To:and al 10'o c.rsuch as ply unless paced throughout mein length by \� DATE: 7/22/2015 lne ov«al structure is Me responsronq one buddy designer commuoos sdging or such as plywood areatn where s aria«dnywaftea. P 4 U'L ry r o n9 3 2a Impact bodging or lateral bracing required where shown.. �"1 lJ SEQ. : K1 31616 8 4.No load should be applied to ary component unw after al bracing and +.Installation of buss rs the responsmmty of Ire respective contractor. fasteners are complete and at no lime shpts any loads greater than 5 Uesgn assumes busses are to be used In a non-corrosive enrrronment. TRANS ID: LINK design roads be applied to any component and are 1«-dry cordhe n 01 use s.CornpuT rus has no coned over and assumes nn responsibifry for ere 6. sgnaassumes fat bearing at all supports snowm.Shan or wedge if fabrication.handling.shipment and Installetion of component". 'ry EXPIRES: 12/31/2016 7 Paten assumes adequate both faces a truss a July 22,2015 6.The design is lumahed suDled m ire timnannns set tomb by e.Plates shall rte located on bum faces of truss and red so deli center rPVWTCA in BCSI.copes of which well be furnished upon request. tins comcde wdh I«nl center foes. 9.Diets indicate size of plate in inches. MiTek USA.Inc/CompuTns Software 7.6.7-SP211 L)-E to For basic connector plate desert values see PSR-1311.ESR-1980(Malik) I . 2 , t . . • I t . . This design prepared from computer input by Jp LUMBER SPECIFICATIONS TRUSS SPAN 11.— 11.5" r..OND. 2: Design checked for net(-5 psf) uplift at 24 '•oc spaciig. TC: 2x4 KDDF 111iBTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF MIiBTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. SON. LOADING BC LATERAL SUPPORT <= 12"0C. SON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, hts), En TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), actor=ed, Cat.2, Exp.B, KWFRS(Dirl, TOTAL LOAD = 42.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UCN. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer or equal typical at stud verticals. Refer to CompuTzus gable end detail for BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP complete specifications. _ AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5-11-12 5-11-12 T T T 12 12 M-4x9 6.00 � Q 8.00 3 2 r r cr o yo 1 / 1 o 1 o M-3x4 M-3x4 1-00 11-11-08 1-00 PR .,�,NG FF9 s% 8.782PE r JOB NAME : PLAN 2545- 3 CAR ELEV A - Al / -.0' Scale: 0.5072 WARNINGS: GENERAL NOTES. unless othervese noted I.Builder and...adn corked.Maid be advised of al General Notes I.This designs based only upon the parameters shown and a for an inJedu.l ^, OREGON Truss: Al and War,args belle oonsbudian commences. Wading component.Appbcab icy of design parameters and proper "V ^O P' 22 sa compression wRb bracing oust be installed oho, sham• mcompabon of component is the responsdbaly of the buiamg designer. /^� ,(v 3 Additional temporary bacng to insure stabu5 during construction 2.Desgn and at tes the top and bottom chords to W Whereto braced al ��L �l R Y !• is the responsiblM of the erector.Additional permanent bracing of n c continuous al 10'o c.respectively sued a ply unless bated lTCt ore ul their length by '1 \�`(/ DATE: 7/22/2015 the overall structure is the res hill one budding des tinuous sheathing such as plywood sneatn,ng(TCl and/or drywaltBCl. P^ 1 ,1 r\ pons d1'o n9 gner. 3 lx Impact bMgvg or lateral orating required where shown•• n U L SEQ. : K 131616 9 a.No load shah be applied to any component until after al bracing and a InstaiWOon of truss is the responslbliy of Ile respective contractor. fasteners are complete and at re time should any loads greater than 5 Desgn assumes cusses are to be used Ina non-corroswe environment. TRANS ID: LINK design wads be applied to any component am are twuary caWbe ml e s.Conpuirus has no coned Duel and assumes no responsibility ror IM 6 DDesgnaassumes lull bearrg at an support thrown.Shim or wedge if fabicabon harWang.snpmere and instalation of components. s ry EXPIRES: 12/31/2016 7.Design huNbeel adequate othfage.o truss a Jul 22,2015 6.this design is furnished 4Wjed to the hmdatwns set font by B.Plates shall be located on both faces of truss and placed so mea center Y TPVWTCA in SCSI.copies of which yell be furnished upon request. Imes concide wi h/ant center dries 9.Dgas Indicate size of plate in inches. MiTek USA.Inc./CornpuTrus Software 7.6.7-SP2(1L)-E In For bask connector plate design values see ESR-tan ESR•ruse RAT.) 5 5 t s I • • I I , 1. I . ' This design prepared from computer input by JP LUMBER SPECIFICATIONS 22-03-00 GIRDER SUPPORTING 39-03-00 INC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE= 1.15 (Non-Rep) 1- 2-(-13040) 2914 1- 8-1-2326) 10546 8- 2=1 -588) 2748 11- 6=1-2080) 520 BC: 2x8 EDDY 4168TR 2- 3=1-10774) 2462 8- 9-1-2312) 10482 2- 9=1-2080) 520 6-12=1 -586) 2748 WEBS: 2x4 KDDF STAND; LOADING 3- 4=I -8358) 1960 9-10-1-1884) 8754 9- 3=( -884) 3932 2x4 KDDF 418815 A LL - 25 PSF Ground Snow (Pg) 4- 5-1 -8358) 1960 10-11-1-1884) 8754 3-10-1-3364) 822 TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 22'- 3.0" V 5- 6=1-10774) 2462 11-12-1-2312) 10482 10- 4-1-2100) 8996 TC LATERAL SUPPORT <- 12"OC. UON. BC UNIF LL( 465.6)+DL( 336.6)- 802.2 PLF 0'- 0.0" TO 22'- 3.0" V 6- 7=1-13040) 2914 12- 7-1-2326) 10546 10- 5=1-3364) 822 BC LATERAL SUPPORT <= 12"OC. UON. 5-11=1 -884) 3932 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA Attach 2 ply with 3"x.131 DIA GUN LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Sails staggered: BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP 0'- 0.0" -2158/ 9637V -162/ 1628 5.50" 15.42 KDDF ( 6251 9" oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 22'- 3.0" -2158/ 9637V 0/ OH 5.50" 15.42 KDDF ( 625) 6" oc in 2 row(s) throughout 2x8 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. • q. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/18D MAX LL DEFL = -0.144" 8 7'- 6.9" Allowed= 1.067" MAX TL CREEP DEFL - -0.291" B 7'- 6.9" Allowed- 1.422" MAX HORIZ. LL DEFL - 0.039" 8 21'- 9.5" MAX HORIZ. TL DEFL = 0.065" 8 21'- 9.5" Design conforms to main windforce-resisting system and components and cladding criteria. 11-01-08 11-01-08 Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 .f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4-05-08 3-04-14 3-03-02 3-03-02 3-04-14 4-05-08 load duration factor=1.6, T f f f f f ' Truss designed for wind loads 12 12 in the plane of the truss only. 8.00 p M-7x8 10.6" Q 8.00 4 '.-A' + LATERALLY BRACE TO ROOF DIAPHRAGM. l'''''' + 2x4 WEB BRACING IS REQUIRED. M-3x6 M-3x6 3 M-3x6 84-3x6 IT M-6x16 t4-6x6 r �I I Ol t Dll I 111116. r• 4. LiPrn lY �� 98Lli li i Y i 0 1 - 8 9 10 11 12 t c. 24-3x10 M-7x10 M-7x10 M-7x10 M-3x10 c M-7x8(5) Wedge required at heel(e) y 4-03-12 y 3-03-02 y 3-06-10 1 3-06-10 y 3-03-02 l 4-03-12 1 ��ED PR OFFS, 1 10-00 l 12-03 l ��5< V. I N EFR s/02 22-03 j :9782 P E 9r JOB NAME : PLAN 2545- 3 CAR ELEV A - B3 Scale: 0.2309 V to WARMNGS: GENERAL NOTES, ultra oswrc4ae nowd'. �^-/OREGON ' I.Bolder and erection contractor should be advised or al General Notes I This design is based only upon the parameters shown and is for an individual �,•�- V�R Y 1 2 Q, Truss: B3 and Warnings before construction commences building component.Applicability of design parameters and proper -) !, 2.2,4 compression web bracing must be installed where shown ft incorporation of component is the responsibility of Me boding designer z- 5`V 7.Additional temporary bracing to Insure stability during construction 2 Design assumes the top aril bottom chords to be laterally braced al '1 \V h ate responsibility I nsibili"of the erector.Additional permanent bracing of 2''n_c.and at 10'oc.respectively unless braced throughout their length by PA U L 'B DATE: 7/22/2015 me overall suuaere is me responsibility ft he building des. mpacsshgerg or saeralbacing re riredweresawing«arywan)Bu / pons; "o ^9 grer. ].co Impact bridging or lateral bracing ragweed where shown,. SEQ. : K1316170 4.No bad should be apPied to any component until after al bracing and a.lnstallahon of tons is the responsibility of the respective Co nractor fasteners are complete and at no time should any bads greater than 5.Design assumes Moses are to be used in a non-corrosive environment. TRANS ID: LINK design loads beapphedtoarry component. '"�"°'°`°"°dm"^01VSe EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibili"for etc 6.Design assumes hull bearing at all supports sloven.Shan or wedge R tabncaten.handling.shipment and installation of components. necessary.assumes July 22,2015 ].Rater assumes adeduane drainage e n crowded and The design a furnished suDtect m the limitations set roan by 8.Rates shall be located an both races M tries,a,M placed so men center TPVWTCA in BCSI copes of which sell be tumefied upon request Ines°mode wen lomr center Ines. 9.ogna indicate sae or pate in inches. MiTek USA.Inc./CorrpuTrus Software 7.6.7-SP2(1 L)-E 1 o For basin connector plate design values see ESP-1311 ESR-1988 tuifeiq I a 1 1 " s ' • . 1 1 . This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 22'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDIF BliBTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 63 2- 8=1-145) 1021 3- 8=)-296) 251 BC: 2x4 KDDF 91&BTR SPACED 24.0" O.C. 2- 3=(-1273) 289 8- 9=1 -78) 662 8- 4=(-146) 530 WEBS: 2x4 KDDF STAND 3- 4=(-1122) 349 9- 6=1-171) 964 4- 9=(-146) 531 LOADING 4- 5=(-1122) 349 9- 5=(-296) 251 TC LATERAL SUPPORT <= 12"OC. UON. LL) 25.0)+DLI 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-1273) 289 BC LATERAL SUPPORT 0= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1 O) 63 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -166/ 1049V -178/ 178H 5.50" 1.68 KDDF ( 625) LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. 22'- 3.0" -166/ 1048V 0/ OH 5.50" 1.68 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. COND. 2: Design checked for net(-5 Dorf_ 1 uplift at 24 c qy �g. 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 = -0.030" @ 14'- 8.4" Allowed = 1.067" MAX TL CREEP DEFL = -0.062" @ 14'- 8.4" Allowed = 1.422" MAX LL DEFL = -0.002" @ 23'- 3.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 3.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.014" @ 21'- 9.5" MAX HORIZ. TL DEFL = 0.023" @ 21'- 9.5" 11-01-08 11-01-08 Design conforms to main windforce-resisting T f f system and components and cladding criteria. 5-09-03 5-04-05 5-04-05 5-09-03 T ' 1' T 1 Wind: 140 mph, h=22.9ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, 12 12 All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir), M-9x6 load duration factor"1.6, 8.00 Q 8.00 Truss designed for wind loads 4.0" in the plane of the truss only. 4 .f-A 1L\ M-1.5x3 M-1.5x3 3 AIL r 0 0 4.0 o 0 1 _ a0.25" 9 o M-3x4 M-3x4 M-3x4 0 M-5x6(5) y 7-06-10 y 7-01-12 y 7-06-10 y OFF'�D F R OF�SS J, y b b �� ,.1GINFF9 /029 1-00 22-03 1-00 89782PE JOB NAME : PLAN 2545- 3 CAR ELEV A - B2 • Scale: 0.2396 WARNINGS- GENERAL NOTES, unless otervnse noted. V 1.Rudder and ereOoe contractor shWE be advised of al General Roles t.This dngn is based only upon he parameters shown and 0 t o r an indsidual ,, OREGON � Truss: B2 and warrangs before conatnxbon commences bulking component Applaatahly of deur parameters and proper n0" Q 2.2.a compress�on.web brag must be mslaled.,here snonn.. mw,paabm of component is the responsibility a the Euddng aesgner. 3.Addmm�a!temporary aaang to insure stabmly during construction z.Design assumes the lop and oety bottom mores w be laterally braces at �,9� q R Y 5' is the respmsre�lty of the ereax Adda�mat permantnl bracing of z'o.c.and at 10 o.c,respecewery unless coated mrougnoul titer length oy \� DATE: 7/22/2015 the overall structure Is the responsibtn f the balm des cmm�,ous snaaln�rg such as pyeooa shed here s anma dryealllecl. 3^U L y o baking Brier- 3.2s Impact bridging or lateral braorg required where shown•• �'1 SEQ.: K 1316171 4.No wad should be apdad to any component until alter al braarg and 4 Installation ol�russ 0 see to o lb,kty of the respect/ye o contractor.rem. fasteners are complete and at no time should any lads greater man w sewn wads be apd�ed Id am cnmrarwm and are for'dry conditon'of use. TRANS ID: LINK 6.Design assumes hot bearing al an supports shown.Shim or wedged 6.Om„uTrus hasnocdmroloyerand assumesnoresponsibriyforthe necessary. EXPIRES: 12/31/2016 flerwasa,.handling anipmem and malalatmn of components. 3 Design assumes adequale drainage is prowled. July 22,2015 S.This desgn n furnished subwel to the imitations set forth by 3 Mates shall W located on born faces of truss.and placed so their center TPI/WICA er BCSI copes of which cell be furnished upon request lines coincide wrth!ant center lines. g.Digts indicate sue of plate in inches. MiTek USA,Inc./CompuTns Software 7.6 7-SP211 L)-E 10.For basic connector pWle desgn values see ESR-1311,ESR-1988(MiTak) i a f , 1 f ' r 9 9 ' This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 22'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 RODE 816BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 63 2- 8=(-96) 143 3- 8=(-364) 268 BC: 2x4 KDDF 81bBTR SPACED 24.0" 0.C. 2- 3=1-198) 94 8- 9"(-37) 180 8- 4■(-560) 130 WEBS: 2x4 RODE STAND 3- 4=1 -65) 173 9-10-(-37) 180 4-10-(-155) 476 LOADING 4- 5=1-556) 225 10- 6-1-97) 505 10- 5-1-324) 257 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-703) 164 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7=( 0) 63 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL - 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -62/ 407V -179/ 1798 129.00" 0.65 KDDF ( 625) Unbalanced live loads have been REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 6.6" -170/ 933V 0/ OH 129.00" 1.49 KDDF ( 625) 10'- 9.0" 0/ 101V 0/ OH 129.00" 0.16 KDDF ( 625) considered for this design. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 22'- 3.0" -123/ 723V 0/ OH 5.50" 1.16 KDDF ( 625) 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 = -0.013" @ 16'- 6.8" Allowed - 0.552" MAX LL DEFL - -0.002" @ 23'- 3.0" Allowed - 0.100" 11-01-08 11-01-08 MAx TL CREEP DEFL = -0.003" @ 23'- 3.0" Allowed = 0.133" f 1 I MAX BC PANEL TL DEFL = -0.028" @ 18'- 6.2" Allowed - 0.462" 5-09-03 5-04-05 5-04-05 5-09-03 I ' I '1 ' MAX HORIZ. LL DEFL = 0.004" @ 21'- 9.5" 12 12 MAX HORIZ. TL DEFL = 0.007" @ 21'- 9.5" 8.00 v M-4x6 Q 8.00 Design conforms to main windforce-resisting 9 0" system and components and cladding criteria. M-3x5 4 't M-3x5 Wind: 140 mph, h=22.9ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, j�N (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir), load duration factor=1.6, Truss designed for wind loads M-1.5X9 I/ 1 M-1.5X4 in the plane of the truss only. M-3X5 M-3X5 M-2.5x4 or equal at non-structural diagonal inlets. M-1.5X3 M 1.5X3 Truss designed for 4x2 outlookers. 2x4 let-ins of the same size and grade as structural top M-3X5 3 I00 Q chord. Insure tight fit at each end of let-in. . outlookers must be cut with care and are / permissible at inlet board areas only. M-1.5x4 M-3X f 1 11 1.IAl r 4.o .. ,. .. O 1 30 p I MAX6 y M-3x5(5) M-4x6 M-3x4 o 0 M-3x4 y 7-06-10 y 2-04-05 y 4-09-07 y 7-06-10 y ��E21 PR OFES y 12-03 y 10-00 l c�5� LNG I NEF,9 `s/'2 b ,4 l 1 9 1-00 22-03 1-00 Q :9782 P E r JOB NAME : PLAN 2545- 3 CAR ELEV A - Bl Scale: 0.2396 y2 •REGON WARMNGS: GENERAL NOTES. unless otherese note°'. 2 2QJ. 1 Builder and erection contractor should be advised of Al General Notes 1.This desgn s based only upon me parameters shown and is for an individual % (� Truss: B1 and Warrargs before construction commences. buiMirg component.Applicability of design parameters and proper 1,9 �q R Y A 5' ,Ci- 2.7x4 compression web bracing must be installed where shown v, incorporation of component Is the responsibility of the Building designer. 3.Additional temporary bracing to inure statabty during construction 2.Design assumes the top and bottom Mods to be lateraly braced al is the responsibility of the erector Additional permanent Dradng of 2Zoe.and at Ifr o c.respectively unless braced throughout their length by '°A UL DATE: 7/22/2015 me overall structure Is the responsm city of me holding cs tempt eogingior soda as ao g re aired where s oon'drywalneq. n9 firer_ 3.2x Impact Lodging or Wteral braong required where shown.- SEQ. : K 1 3 1 61 7 2 4.No load should be applied to any component until after al bracing and 4.Installation wof truss is the responsma"y of Pm respective contractor. fasteners are complete and at no time should any loans greater than 5.Desgn assumes busses are to he used m a roan-corrosive enwronment. TRANS ID: LINK desgnRadsbeappbedto any component. aroarel"°"�°"'°"°'°� EXPIRES: 12/31/2016 ID: 6.compuT rus has no control over and assumes no responsibility for me 6.sgn as ones full bearing at all supports shown.Shim or wedge if July handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. J UIy 22,2015 6.This design is furnished subted to the limitations set fort by B.Plates shall be located on both faces of truss.and placed so Vein center TPNNTCA in BC SI.copes of which edl be furnished upon request. lines coincide oath pant center lines. 9.Digds Indicate sae of plate in inches. MiTek USA.Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) G C • 4 l • . • I 1 , l e This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 39'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF N1iBTR LOAD DURATION INCREASE- 1.15 1- 2=1 0) 65 2-11=(-426) 2636 3-11-( -299) 201 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2- 3=(-2977) 580 11-12=1-293) 2193 11- 4=( -77) 553 WEBS: 2x4 KDDF STAND; 3- 4=(-2774) 598 12-13-1-192) 1609 4-12-) -670) 284 2x4 KDDF STUD A LOADING 4- 5-(-2095) 548 13-14-I-527) 3165 12- 5-( -143) 972 LL( 25.0)+DL( 7.0) ON TOP CHORD- 32.0 PSF 5- 6=(-2375) 673 14- 9-(-922) 4739 5-13-) -305) 972 TC LATERAL SUPPORT <= 12"OC. ION. DL ON BOTTOM CHORD- 10.0 PSF 6- 7-(-2333) 551 6-13-) -380) 239 BC LATERAL SUPPORT <= 12"OC. VON. TOTAL LOAD- 42.0 PSF 7- 8=(-5157) 973 13- 7-)-1483) 318 8- 9=(-5315) 1059 7-14=( -400) 2548 OVERHANGS: 15.5" 15.5" LL = 25 PSF Ground Snow (Pg) 9-10-( 0) 65 14- 8=( -22) 158 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. ;SPECIES) 0'- 0.0" -291/ 1806V -228/ 228H 5.50" 2.89 KDDF ( 625) 39'- 6.0" -291/ 1806V 0/ OH 5.50" 2.89 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacijg. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.007" @ -1'- 3.5" Allowed - 0.129" MAX TL CREEP DEFL = -0.008" @ -1'- 3.5" Allowed - 0.172" MAX LL DEFL = -0.308" @ 29'- 11.1" Allowed - 1.929" MAX TL CREEP DEFL = -0.615" @ 29'- 11.1" Allowed - 2.572" MAX LL DEFL = 0.007" @ 40'- 9.5" Allowed - 0.129" MAX TL CREEP DEFL = -0.008" 6 40'- 9.5" Allowed - 0.172" MAX HORI2. LL DEFL - 0.162" 6 39'- 0.5" 19-09 19-09 MAX BORR. TL DEFL = 0.269" @ 39'- 0.5" 10-09-11 8-11-05 10-02-15 9-06-01 g Design conforms to main rindfozce-reaiatin system and components and cladding criteria. 6-11-05 6-04-13 6-04-13 1 5-05-12 4-07-10 1 4-05-14 5-01-13 1 1 1 1 1 1 1 1 Wind: 140 mph, h=24.1ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=l.6, 6.00 M-9x6 Q 6.00 Truss designed for wind loads 4.0" in the plane of the truss only. 5 45( (1` N-1.5x3 M-3x4 M-6x8(3) 4 M-3x5(5) 0.25" M-1.5x3 \ -1%. `�M-1.5x3 _i m, 1+ M-3x10 a "" M-6x8 1 0 I /M-3x8 '6.25" M-3x4 M-5x10 9 I 0 0 M-5x6)S) a 3.00 3.00 . 12 12 b l 8-09-13 y 8-03-05 y 8-03-05 y 6-10 y 7-03-08 y y �.(' PR OFFS o 1-03-08 25-04-08 6-10 7-03-08 1-03-08 C...? `- �' �2 39-06 Q 9782PE 9c- JOB NAME : PLAN 2545- 3 CAR ELEV A - C4 Scale: 0.1491 �.--�� / -' WARNINGS: GENERAL NOTES, unless omwwae noted: 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and is for an individual y OREGON " Truss: C4 ark Warnings before construction corrrnences. bonding component.Applicability or design parameters and pope 4' s0 �Cr 2.204 compression web teadrg must be Instated where snows.. Incorporebon of component is the responsibility or the buildng designer. V ,(' 3.Addition&temporary bracing to insure staNlity during construction 2.Design assumes Ise top and bottom chords to be laterally braced Sr ��/I- continuous `�R y 5 b IM responsibility of the erector.Additional permanera bracing o/ 2 o c and at 10'q.c.respecbvery unless braced throughout then length by \'4 DATE: 7/22/2015 the overall structure is me res Nr f the budding des s bridging r such as acing re aired w ere shown anon drywalcOct. p^U L porrsi M o ng gne 3.3s lmpad Nihealt or lateral baring rd sheaf wng(T)andr•d !'1• SEQ.: K 131617 3 4.No load should be applied to any component until after at bracing and 4.InstaSabon of truss Is Pe responsrbllmy of the respective contractor. fasteners are complete and at no tine should any loads greater man S Design assumes trusses are to be used in a non-corrosive environment. TRANS ID: LINK design loads be applied to any Component. and pe fu'dry ordece of se S.Compu Trus has no control over and assumes no respnnnOritry far the 6.Deal 171 assumes full bearing at a8 supports shown.Smm or wedge If EXPIRES: 12/31/2016 mbncation.handing shipment and irolatabon of comoonenls 6.This design is furnished sublecl to rte limitations set form oy 6.Peal snsSeC be located onabothh faces of provided ras and placed so them renter July 22,201 5 TPIM'FCA in SCSI copes of whet well he furnished upon request Ives coincide with IoM center lines. 9.Digas Indicate sae of pate in arches. MiTek USA.Inc lCompuTrus Software 7.6.7-SP2(1 L)-E lb.For basic connector pate desgn values see ES12•131 1 ESR-r988(Miles) N a r I . I I . N I , This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 39.- 6.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. VON. LOADING BC LATERAL SUPPORT <= 12"OC. SON. LL( 25.0)+DL■ 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=24.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Unbalanced live loads have been Truss designed for wind loads considered for this design. LL ■ 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 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 NCN-CONCURRENTLY. complete specifications. WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES), A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS.THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEILING Al THE HINGE TYPE CONNEC- TION POINT. THE TRUSS DESIGNER ASSUMES NO RESPONS:BILITY FOR THE DESIGN OF THE LATERAL BRACING TO THE HINGE CONNECTION SITUATION. COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL BRACING TO THE HINGE TYPE CONNECTION. 19-09 19-09 1 1 1 12 I I M-4x4 12 6.00 17' 3 ' 6.0O it M-3x5(5) M-3x5(5) o M-3x5(S) — loss s M-3X4 �<0 �‘q.1-;W6-,5)Ss), 1-00 39-06 8978 9c JOB NAME : PLAN 2545- 3 CAR ELEV A - C5 -�j/ Scale: 0.2132 WARNINGS: GENERAL NOTES, unless otherwise noted —94/ OREGON O' 1 Rudder and erection contactor should be advised at at General Notes 1 This design is based day upon the parameters shown and is for an individual �� <J R Y 5• - Q Truss: C5 and Warnings beta'.construction commences. buipirg component.Applicablity of design parameters and paper 1 !. 2.lag compression web bracing must be instated where shown. incorp«anon of component is the responsibhry of the buttd n9 deposes L _\� 3.Additional temporary bracing to ensue stability during construction 2 Design assumes the top and bottom chords to be Iaterasy braced at '1 R\�l is the responsibility of the erector.Additional permanent bracing of Z o c.and at 10'o.c.respectively unless braced throughout their length by �A IJ L ` DATE: 7/22/2015 the overall structure n Me responsRaey or the builds des continuous nags sheathing or spun as dung re used allere i and/or•drywauiec� n9 rener. 3.2a Impact b^d9 rig or lateral braciig required where shown•. SEQ.: K 131617 4 4.No load snook]be applied t o any component until alter al bracing and 4 Installation of truss is the responatbany of the respective con taot«. fasteners are complete and at no time should any bads greater Man 5 Design assumes trusses are to be used.n a con-corrosive environment. TRANS ID• LINK aeegnwadsbeappieatoariycomponern. and arekw'dry corded of use. EXPIRES: 12/31/2016 O.Compuf lus has no control over and assumes no responsibility for the 6.Desgna assumes full bearing at all supports shows.Shim or wedge d I tabncabon handling shipment and installation of components. n Design adequate drains provided. July 22,2015 H.This des furnished su d to the hmuations set forth b es assumes a d drainage.s p rem is ble Y 8 Plates small be boated on torch laces of truss and placed so mein center TPI WTCA in BCSI.copes of which will be furnished upon request. hies co.ncIde with Io.nl center Ines. 9 Digits indicate size of plate in mot,. MiTek USA,Inc./CompuTNS Software 7.6.7-SP2(1L)-E 10.For basic sonnies«plate design values see ESR-1311 ESR-1988 Meh Tek) I I This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 39'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF 111LBTR LOAD DURATION INCREASE = 1.15 1- 2=1-2891) 602 1-10=(-454) 2552 2-10=( -248) 209 BC: 2x4 /CODE N1iBTR SPACED 24.0" O.C. 2- 3=1-2693) 622 10-11=(-302) 2157 10- 3=( -89) 502 WEBS: 2x4 KDDF STAND; 3- 4=1-2067) 555 11-12=(-190) 1591 3-11=1 -645) 279 2x4 KDDF STUD A LOADING 4- 5=1-2353) 678 12-13=1-533) 3139 11- 4=1 -138) 950 LL) 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-2311) 547 13- 8=1-930) 4706 4-12=1 -305) 972 TC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-5118) 982 5-12=1 -380) 239 BC LATERAL SUPPORT <= 12"OC. VON. TOTAL LOAD = 42.0 PSF 7- 8=1-5278) 1068 12- 6=1-1475) 320 8- 9=1 0) 65 6-13=1 -404) 2531 OVERHANGS: 0.0" 15.5" LL = 25 PIE Ground Snow (P9) 13- 7-) -25) :57 JT 1: Heel to plate corner = 2.00" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA For hanger specs. - See approved plans LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. ;SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PIE. 0'- 0.0" -236/ 1848V -224/ 2160 5.50" 2.64 KDDF 1 625) 39'- 3.0" -291/ 1800v 0/ OH 5.50" 2.88 KDDF I 625) ICOND.. 2; Design checked for net(-5 Dsf) uplift at 24 "oe sPaei+'g. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.304" @ 29'- 8.1" Allowed = 1.917" MAX TL CREEP DEFL = -0.606" @ 29'- 8.1" Allowed = 2.556" MAX LL DEFL = 0.007" @ 40'- 6.5" Allowed = 0.129" MAX TL CREEP DEFL = -0.008" @ 40'- 6.5" Allowed = 0.172" MAX HORIZ. LL DEFL = 0.160" @ 38'- 9.5" MAX HORIZ. TL DEFL = 0.266" @ 38'- 9.5" 19-06 19-09 Design conforms to main windforce-resisting 4' T system and components and cladding criteria. 10-06-11 8-11-05 10-02-15 9-06-01 -( T T T Wind: 140 mph, h=24.1ft, TCOL-4.2,BCDL=6.0, ASCE 7-10, 6-08-05 6-04-f3 6-04-13 5-05-12 4-07-10 4-05-14 5-01-13 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1' '1' 1' 4' 'I' 1' 1' 1' load duration factor=l.6, 12 12 Truss designed for wind loads 6.00 M-4x6 Q 6 00 in the plane of the truss only. 4.0" 4 5,15\ C M-1,5x3 M-3x4 5 M-6x8(5) M-3x5(5) 0.25" M-1.5x3 4° 2 '\V4M3xb0 my .; M-6x8 --,,//0 O I.fe 10 l 11 12 O of M-3x8 0.25" M-3x4 M-5x10 to M-5x6(S) -,c1 3.00 3.00 12 12 y 8-06-13 8-03-05 y 8-03-05 y 6-10 y 7-03-08 y y �� D PRpFESS l 25-01-08 6-10 7-03-08 1-03-08 �c2' �NGINEF'9 /O2 39-03 89782PE -.P.__'- ' JOB NAME : PLAN 2545- 3 CAR ELEV A - C3 , ____-,----- Now- Scale: 0.1573 WARNINGS: GENERAL NOTES. unless othereose noted-- V I.Builder and erection contractor should be.dosed of.I General Notes r This designs based only upon the parameters shown end s for an individual 9^. OREGON '�� Truss: C3 and Warnings bef«e construction commences. building component.Applicabbly of design parameters and Groper "V ZO �� 2.2.compression web Wang muss be installed where shown. mcorp«anon al component s the respdnsbbry of the Wading designer. �� /^ " 1 s.Additional temporary bracing to ins.re stability dunng construction 2 leg assumes the top and bosom at«ds to De throughout braced al '1 i !' Is the responstbiliry of the erector Additional permanent Oraarg of o c and at IO'o.c respe<liv�y unless braced mrouglwul their length by ir N A DATE: 7/22/2015 the oyenal structure is the responsibilly of me hutting deg rnp aheathror such as plywood aired w ere s and/or dreo 11 ect. PA L R n9 prner_ J.2a Impact Midgirg or lateral Maarg required vulture shown.• SEQ. : K1316175 4.No woo mould oe applied to any component poll afar all braarg and 4.Installation of truss is the responsibdily of the respective contractor. fasteners are complete and at no time should any bads greater man 5.Outgo a lines trusses are to be used in a non-conoshe enwronment. TRANS I D: LINK aesgr leads be applied IO any component and are for"dry condbun'or use. 5.Campo trvs has no control over and 1st mea no responsirlrry for dw 6 Desg aarssu h s NI bearing at all supports shown.Shim br wedge A EXPIRES: 12/31/2016 fabrication handling an,pmam and mataearidr of components Demon assumes adequate drainage Is prowled. July 22,2015 S.The design is furnished subject to me bmdabons set forth by s a plates shall be located on both faces of truss and placed so Inert center TPWVTCA in BCSI copes of which ma he fumrsf d upon request. ones coincide wdh joint center Ines. 9.Dgr ngcate see of plate in clones. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 10 For basic connector plate design values see ESP-1311,ESR-1988 IMiTN.) I . . , This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 39'— 3.C. ICONS. 2: Design checked for net(-5 psf) uplift at 29 'oc spacing. TC: 2x4 KDDF 416BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF 1116BTR SPACED 24.0. O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12'OC. SON. LOADING BC LATERAL SUPPORT <= 12.0C. UON. LLI 25.0)+DLI 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=29.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Unbalanced live loads have been TOTAL LOAD= 42.0 PSF load duration factor=l.6, considered for this design. 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 VON. 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. WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES), A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS.THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNEC- TION POINT. THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THE HINGE CONNECTION SITUATION. COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL BRACING TO THE HINGE TYPE CONNECTION. 19-06 19-09 1' 12 6.00 �M-9X4 12 2 "716.00 tit$ M-3x5(S 11► .Ir° M-3x5(S) S� r/-=M-6x6 N ! �F,� �r 9 p 2 39-03 Q 8978 "Z.. JOB NAME : PLAN 2545- 3 CAR ELEV A - Cl — -,� =ale: 0.2178 i WARNINGS: GENERAL NOTES. unless ocetorenoted OREGON o I.Builder and erector contractor should be advised of as General Notes I.This design is based only upon the parameters shown and is for an individual Truss: Cl and Warnings before construction commences. (wilding component.Applicability of design parameters and proper _,.,-57/1/&, -I R Y 15•2 !,Q' 2 214 comoressron web Mating must be rnstaled where shown ncorpaa:ion of component is the responsibility of the building designer. 1 3.Additional tengonary bracing to insure stebdity dump construction 2.Design assumes me top and bottom words to be laterally braced at \ is Ire responsrbrely of the erector.Additional permanent bracing of T'o.c.and at 10'o c.respectively unless braced throughout(het length by Pct U I 1 DATE: 7/22/2015 the overall structure is the responsrdlty of the bpldrrg desgrer, continuous sheathing such as plywood sneathi gt 11!drd/on drywalltecn. 'l ll L 3.2.1 Impact Dodging or lateral bracing reourred where shown, SEQ.: El 3 1 61 7 6 4.No load should he applied to any component umrl after al bracing and 4.Installation of truss is me responsrbnrty of the respective contract's eron fasteners are complete and at no tree snout any bads greater roan 5.Design assumes trusses are to be used rn a non•carrosrve enwonment. TRANS ID: LINK desgnloadsDeappledtoanycomronern and aremre �dDa of use EXPIRES: 12/31/2016 5.Campo Trus has no control over and assumes no responsrMlrry for me 6.Desgn assumes T,.11 Dearing at all suDpons shovm.Slum or wedge t fabccahoe handling Moment and rr,stalahonof components. ""essa^. July 22.2015 6.This desgn is furnished suDje[I to the limrlationa set lam by 0 Desgn assumes adequate drainage is truss,d. B.Plates shall be located on both faces 01 truss.and placed so their center TPVNTCA in BCS1 copes of AIN.mil be furnished upon request. Imes corrode wth joint center Ines. 9.Drgts indicate size of plate in nxhes. MITek USA,Inc./CompuTrus Software 7.6.7-SP2(1L)-E to For basic connector plate design values sae ESR.1311.ESR-1988(MITek) I I • • This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 39'- 3.0^ IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF 416BTR LOAD DURATION INCREASE = 1.15 1- 2=1-2974) 614 1- 9=1-464) 2508 2- 9=1-260) 218 BC: 2x4 KDDF 416BTR SPACED 24.0" O.C. 2- 3=1-2613) 581 9-10=1-301) 2118 9- 3=1 -30) 512 WEBS: 2x4 KDDF STAND; 3- 4=1-1365) 506 10-11=1-316) 2089 3-10-1-746) 266 2x4 DF STAND A LOADING 4- 5=1-1865) 496 11- 7-1-469) 2512 10- 4-1-268) 1255 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP 5- 6=1-2658) 564 10- 5.1-772) 271 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7-1-2939) 597 5-11=1 -21) 553 BC LATERAL SUPPORT 0= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=1 0) 65 11- 6=1-314) 209 OVERHANGS: 0.0" 15.5" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA JT It Heel to plate corner = 2.00" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) *" For hanger specs. - See approved plans LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -236/ 1648V -224/ 216H 5.50" 2.64 KDDF 1 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 39'- 3.0" -291/ 1800V 0/ 0H 5.50" 2.88 KDDF 1 625) 'COND. 2: nra;aa rhecked for net l-5 nsfl nnlifr at 24 "or soar g. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - -0.153" @ 19'- 6.0" Allowed■ 1.917" MAX TL CREEP DEFL = -0.310" @ 19'- 6.0" Allowed= 2.556" MAX LL DEFL = 0.007" @ 40'- 6.5" Allowed- 0.129" MAX TL CREEP DEFL = -0.008" @ 40'- 6.5" Allowed= 0.172" MAX HORIZ. LL DEFL = 0.067" 8 38'- 9.5" MAX HORIZ. TL DEFL = 0.111" @ 38'- 9.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 19-06 19-09 load duration factor=1.6, T f f Truss designed for wind loads 10-06-11 8-11-05 8-11-05 10-09-11 In the plane of the truss only. f f 6-08-05 6-04-13 6-04-13 ' 6-04-13 6-X04-13 6-11-05 T T T T 1' T '1 12 12 6.00 1:7' M-4x6 Q 6.00 4.0" 4 4`+' 3.1 M-3x9 M-3x4 3 M-3x5(5) M-3x5(5) +1 M-1.5x3 M-1.5x3 2 + + 6 M .-t A \ / -,!° •`N4 Yc ° I.. 5 10 T it ° M-3x8 M-3x4 0.25" M-3x4 M-3x8 I ° M-5x8(5) ° 5��D PROFFs, ), ., 1 l 1 N INEF Si,-, y 9-10-12 9-07-04 9-07=04 10-01-12 l l �� R 39-03 1-03-08 Q :9782PE 9r JOB NAME : PLAN 2545- 3 CAR ELEV A - C2 Scale: 0.1573 , ,772' iff WARNINGS: GENERAL NOTES, unless othervase noted: V - 1.Builder and erection contractor sMJd be advised of al General Notes 1.TM design 0 based«ly upon the parameters shown and is for an mao,dral 9 •R E G ON K. Truss: C2 and wamngs bewre wnstrwin commences. budding e«nponenl.Applicability of design parameters and wooer 2 rir llNr 2.2+4 compression web bracing must be installed where shover.. incorporation of congonant is the respons�atiry of me Murtdng designer. �� J1 S.Additional temporary bracing to insure stability during cnsvuction 2.Design assumes the top and bottom chords to be Wlerely braced al /f� 'l H -1:J• !' is the respnsibrliry of the erect«.addMnal permanent bracing of 2'o c and at 10'o c respectively as py unless Draewr mrwgfrorrl their length by '1 \A DATE: 7/22/2015 the overal structure is the responsibility 1 the build des her 20 moods sheathing later l b acing re required where s ono«drywalbect. �J^ L MIY p rg q 3.L inroad aagnrg or lateral bracing regwred where shown•• r'1 SEQ.: K1316177 4.No bad should be applied to any component until after all braorrg and 4.Installation of truss is the resporlwbihly of the respective contractor. fasteners are complete a no me should any loads greater than 5.Design assumes cusses are to be used in a non-corrosive environment. TRAN S ID: LINK design lads be apdred to any component am are f«d o emn o1 use 5.CompuTrus has no cpnbd over and assumes no reaponstbltry for the 6.nceersegnassumes NI beanng at all supports drown.Shin or wedge if Iabncabn.handling shipment and instaaabpn of components. a ry EXPIRES: 12/31/2016 7.Design hasumel adequate othfageia truss and 22,2015 e.This aestgn is rurrrsr a spgecl to me limitations set forth by B.Plates s-,an be located on both laces of truss and placed so thee center y TPWJ[CA in SCSI copies of whim veM be furnished upon request. lines coincide wed pant center lines. MiTek USA.Inc ICompuTrus Software 7.6.7-SP2(1L)-E to.Drafts or basic connector rl plate a inches.v va lues design values see ESN-1311,ESN-19881MiToth I I 4 • , , , a I . a 1 . This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 116BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-4=(0) 0 BC: 2x4 KDDF 416BTR SPACED 24.0" O.C. 2-3=(-98) 77 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -28/ 361V -36/ 116H 3.50" 0.58 KDDF ( 625) 4'- 10.7" -89/ 145V 0/ OH 1.50" 0.23 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.9" 0/ 68V 0/ OH 5.50" 0.11 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 "or 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 = 0.029" 4-11=08 MAX TL CREEP DEFL = 0.000" @ O'- 0.0" Allowed = 0.039" f ,r MAX TC PANEL LL DEFL = 0.050" @ 2'- 9.2" Allowed = 0.354" MAX TC PANEL TL DEFL = -0.058" @ 2'- 7.2" Allowed = 0.532" 12 MAX HORIZ. LL DEFL = -0.001" @ 4'- 10.7" 8.00 MAX HORIZ. TL DEFL = -0.001" @ 4'- 10.7" tO 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.O, MWFRS(Dir), load duration factor-1.6, N Truss designed for wind loads o in the plane of the truss only. co rn r 0 I +). PAPA.111.1.111111 o M-3x4 i' 1 1 1-00 5-11-15 (PROVIDE FULL BEARING;Jts:2,3,9 I ��"D P R 0,c . �� cNGINEF9 /02 c- :9782P �r- JOB NAME : PLAN 2545- 3 CAR ELEV A - DJ4 �,______ /Z � Scale: 0.5692 WARNINGS: GENERAL NOTES. bless olhennse noted. I.Builder and erection contraclor should be advised of a1 General Notes 1.Inn damp is based or*,upon the parameters shown and is for an,nBeRuad " Truss: DJ4 and warnings before construction commences. buildm9 component.Applicability of desgn parameters and proper 9,V/OREGON p Q, 2.2s4 compression web bracing mrsl be tnstaled where shown.. incorporation of component is the responsibility of We Wading Oesigrter 'y� (i4 R Y 1 2 3.Additional temporary brae.,to ware stabilry dung construction t.Design assumes the top and bottom rhotls to ce laterally braced al 1 !. is the responsibility of the erector Additional permanent baong o1 1'o.c.and at 10'o c respectively unless braced throughout their length by it DATE: 7/22/2015 the overall structure is the respo,srbil of Ste burldi des her 2s cont....act rMathi0 suctn as plywood aired rn9(TCl andrw drywdlll8C1. A/� L M ^9 re 3.].Impact bridging lateral bracing squired where snows.. /'S U 1� a SEQ. : K1316179 4.No bad should be applied to any component until after al braorg and 4.Installation of truss is the responsibility of the respe000e contractor. fasteners are complete are at no hme shoed any bads greater than 5.Desgn a mes trusses are to be used in a non-corrose enwrmere. TRANS ID: LINK design bads be applied to any component. am are fa Udry coneroo,r of^se. iv on 5.Compu?rus has no control over and assumes no responsibtify for the 8. sun assumes NI hearing al all supports shown.Shim or wedge d fabrication handling shipment and msmlatrdn pf components. saryftr EXPIRES: 12/31/2016 6.This des furnished s to the Imitations set forth by 7 Mates h lumen adequate drainage is truss a July 22,2015 g"'s '�+ y a.Rates shall ce bated on both faces of truss nit paced so dtea center TPVWrCA In SCSI,copes of rmixr veil be fumtslwd upon request Ones comcrde win taint center Ones. 9.Duns indicate sae of plate in itches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L).E 10.For basic connector plate desgrn values see ESR-1311.ESR-1988(Mil WC II • This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 6'- 4.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF NI&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 70 2-4=(0) 0 BC: 2x4 KDDF MI&BTR SPACED 24.0" O.C. 2-3=(-97) 44 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 19.2" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -85/ 415V -7/ 99H 3.50" 0.66 KDDF ( 625) 1'- 9.2" -52/ 170V 0/ OH 5.50" 0.27 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 4.6" -74/ 159V 0/ OH 1.50" 0.25 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 puff uplift at 24 "tic spacipg• REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 BOTTOM CHORD CHECKED FOR .OPSF LIVE LOAD. TOP MAX LL DEFL = 0.016" @ -1'- 7.2" Allowed= 0.160" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.018" @ -1'- 7.2" Allowed= 0.213" MAX BC PANEL LL DEFL = 0.005" @ 0'- 10.9" Allowed= 0.049" MAX BC PANEL TL DEFL = -0.007" @ 0'- 10.9" Allowed= 0.065" 12 5.00 G"- MAX HORIZ. LL DEFL = -0.000" @ 6'- 3.8" MAX HORIZ. TL DEFL = -0.000" @ 6'- 3.8" 3 -i Design conforms to main windforce-resisting system and components and cladding criteria. '' Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 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. ul 0 o 0 ra 0 I 1( 2 OM. 4 1 M-3x9 ; 1 1 l 1-07-03 2-00 4-04-09 PROVIDE FULL BEARING;Jts:2,4,3 i ��Ep P R OFFS mac.. �NGINEe9 s/'�v :9782PE JOB NAME : PLAN 2545- 3 CAR ELEV A - DSJL2 Scale: 0.6676 / - iffi WARNINGS: GENERAL NOTES, viers othervnse noted. V Budder aril erection contractor slaw be advised of a1 General Notes 1.This Assign p based only upon,td parameters shown and is bran rrdiwAml ? R E G O N OK Truss: DSJL2 ann warnings beto,e conswcbo,commences. building casement.Applicability of design parameters and proper ,v es 2.2ce compression web briar.must be instated where shown... ermrpaa4an of component Is the responsibility of the building designer P 3.Additional temporary bracing to insure stability during construction 2 Orognassumes IS Vne re and bottom enacts to be lateraly braced at �� q R y 5 _1�, is the responsibility of the erector P40ibonal permanent Draang or T e.l and al ea o.c.respectively unless traced throughout their length by �J DATE: 7/22/2015 me overall structure is me responsibility ach of sngingiorsuchasacin required here sands dnywanlBCl. PA UL 9`° ponsibllity of the building designer. 3.�[kneed bridging or lateral brapng required where snows•• �'1 ll SEQ.: K13 1618 0 e.No bad should be embed to any comprelem until aaer aid braong and 5.Installation or susses response used Of eta respective srveenv contractor. fasteners are complete and at no time should any loads greater man Design assumes design loads be applied to any ccmponenl. and are for dry corigon"of use. TRANS I D: LINK 6.Design assumes full bearing at all supports shown.Shim or wedge if 5.Compurrus has no control over and assumes no responsdtity for the necessary.° EXPIRES: 12/31/2016 tax icabon.handling shipment ant installation of components. 7.Design assumes adequate drainage is pmwded. July 22,201 C C 6.This design Is furnished stated to me limitations set forth by B.Plates snail be located on born faces of truss.and placed so Ilea center I TPVWfCA in SCSI.copies of which cell be Iunl:shed upon request. lines coincide with font center lines. 9.Dgds Indicate arse of plate In inches. MiTek USA.Inc/CompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic conned«plate design values see ESR-tit 1.ESR-1968*Ten) I a This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 3'- 2.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 70 2-4=(0) 0 BC: 2x4 KDDF 1116BTR SPACED 24.0" O.C. 2-3=(-56) 21 TC LATERAL SUPPORT <" 12"OC. UON. LOACING BC LATERAL SUPPORT « 12"0C. UON. LL( 25.0)-DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ ARC REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 19.2" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -101/ 415V -2/ 62H 3.50" 0.66 KDDF ( 625) 1'- 9.2" -45/ 43V 0/ OH 5.50" 0.07 KDDF ( 625) LL - 25 POP Ground Snow (Pg) 3'- 2.2" -37/ )30V 0/ OH 1.50" 0.13 KDDF ( 625) 12 LIMITED STORAGE DOES NCT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci>{tg. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5.00 17 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FCR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.016" @ -1'- 7.2" Allowed= 0.160" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.018" @ -1'- 7.2" Allowed = 0.213" MAX TC PANEL LL DEFL = 0.002" @ 1'- 2.5" Allowed= 0.179" MAX TC PANEL TL DEFL = 0.002" @ 1'- 1.3" Allowed= 0.269" MAX HORIZ. LL DEFL = -0.000" @ 3'- 1.4" MAX HORIZ. TL DEFL = -0.000" @ 3'- 1.4" Design conforms to main windforce-resisting 3 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. 0 co 0 r f 0 l c 0 2� 4-->..<._ 1 M-3x4 y y y )' 1-07-03 2-00 1-02-03 'PROVIDE FULL BEARING;Jts:2,4,3 <<51,E'D PR OFFS c;\ NG N EE ,/ r\ L R O � 9 89782PE r" JOB NAME : PLAN 2545- 3 CAR ELEV A - DSJL1 Scale: 0.9213 / WARNINGS: GENERAL NOTES, unless othennse noted V 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and is for an individual .. OREGON e,, T r u S S: DS J L 1 and Warnings before construction commences. building component.Applicability of design parameters and proper V 20 Q- 2.2a4 compression web bracing must be installed where shown.. incorporation of component is me responsiaI of bwldmg devgner. 3.Additional temporary bracing to ensure stability during construction 2.Design assumes me top am bottom cn«cis to be laterally braced at 9L1 '9 R �J' \� is me responsibility of the erector.Additional permanent bracing or 2'oc and at 10'o c.respectively unless braced mroughoul their length by ,J" �l DATE: 7/22/2015 Me overall structure is the responsibd of the budding designer continuous ridging or such as plywood inn re aired g)TC)own,drywalnecr PA ��UL ring^ g 3.2a impact bridging on Lateral bracing required where snows.- SE Q. : K1316181 4.No load should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of IN respective contactoc fasteners are complete and at no time should any load,greater than 5.Design assumes trusses are to be used in a non-corrosive environment. TRANS ID: LINK design lads be apWed to am mmPonetrc_ and a•a for udry common'of use s.eompurrus has no control over and assumes no responsibility for the 6.Design assumes nu hearing at all supports shoe.,,.Shim or wedge d labnr bon.handling shipment and installation of components necessary EXPIRES: 12/31/2016 Desogn assumes adequate drainage,9po . s.rnrs design m furnished sugea o the bmnahons set roan by 8 Mletes shall be located on both faces of hons and places so men center Jul 22,2015 TP WJICA Sr BCSI copes of which yell he furnished upon request lines coincide with Joint center lines. 9.Dgda!ideate size of plate in inches. MiTek USA,Inc/CompuTrus Software 7.6.7-SP2(1L)-E 10.For basic connector plate design values see ESR-131 t ESR•1988 IfeiTek) • ■ a s r This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-4=(0) 0 BC: 2x4 KDDF 81ABTR SPACED 24.0" O.C. 2-3=(-72) 63 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+IL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BEG 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" -28/ 324V -27/ 93H 3.50" 0.52 KDDF ( 625) 3'- 7.8" -103/ 126V 0/ OH 1.50" 0.20 KDDF ( 625) LL = 25 PSF Ground Snow (Pgl 5'- 11.9" 0/ 58V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "tic spacipg. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.091" 3-08-09 MAX TL CREEP DEFL = 0.000" 9 0'- 0.0" Allowed - 0.122" T r MAX TC PANEL LL DEFL = 0.016" @ 1'- 10.2" Allowed = 0.255" MAX BC PANEL TL DEFL = -0.039" @ 3'- 0.3" Allowed = 0.342" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 7.8" 8.00 F77 MAX HORIZ. TL DEFL = -0.000" 9 3'- 7.8" Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7 .' All Heights), Enclosed, Cat.2, ExpB, MWFRs(oir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 N b b 1-00 5-11-15 (PROVIDE FULL BEARING;Jts:2,3,4 �S��NG I E t- S>D �� v tzt- 89782PE JOB NAME : PLAN 2545- 3 CAR ELEV A - DJ3 Scale: 0.6401 Iiir Al" WARNINGS: GENERAL NOTES, uNess°Mermse noted - 1.Budder and erect.,contractor should be adrrsed or as General Notes 1.O W[Reign Is based ody upon the caramel.,shown and,a for an individual "9' OREGON �N Q, Truss: DJ3 end Warnings before construction commences. beLng cgrnporlent.Appticabhry of desgn parameters end pope 2.lea compression web bracing mu,t be installed Where shown.. inmrpdration of component is the resppns,b.ldy of the�,tamg des,gnen. y9 l�q R Y 1 ,_`L Q. 1 Adebonat temporary bracing to nude stability during construction 2.Orion assumes due too and bonom audios to be laterally braced at �(` is the respons-0iliry of the erecter.Addironai permanent braarg of cool c.and al 10'o.c.respMtvefy unless Orated IhroughWl trxsr length W \ DATE: 7/22/2015 the overall structure is the responsibility r the builds ads bracts ridging or such as plywood aired here aw«dsywallBCI. PA U I- a 4y o n9 goer. 3.L Impact bridging or Wteral bra,rg required where shown•• SEQ. : K 131618 2 4.No lad should be applmd to any component until after al bracing and 4.Installation or buss is the responsibility or the respective contractor. fasteners are compete and al no lime should any loads greater Iran 5.Design rimes trusses are to be used n a non-corrosive environment. and TRANS ID: LINK desgn bads be applied to any component. 6 Design dm"es,mat al supports show sh (r wedge.f 5. mportus yes no control over and assumes no respdnsdMtiry forth. a t EXPIRES: 12/31/2016 fabrication g hawing shipment and instasaaon of components 7 Design assumes adequate damage is provided Jul 22,2015 6.This design is famished soot.,to the limitations set forth by 8.Plates shag he located on both fares of truss and placed so thew center July TPWJTCA in BC51 copes(Awry&.11 De furnished upon request. lines coincide war loam center lines. 9.Dtgds indicate sue of plate to inches. MiTek USA.Inc/CornpuTrus Software 7.6.7-SP2(1 L)-E I0.For basic connector plate design values see ESR-1311,ESR-1988(Musk) • • ' This design prepared from computer input by JP LUMBER SPECIFICATIONS 10-00-00 MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 416BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 70 2- 7=1-345) 536 3- 7=( -388) 351 BC: 2x9 KDDF 1116BTR 2- 3=(-637) 171 7- 8=) -99) 133 7- 4=( 0) 973 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-264) 11 4- 8=(-1136) 3 LL = 25 PSF Ground Snow (Pg) 4- 5=( 0) 0 8- 6=( -274) 148 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF IL) 50.0)+DL! 14.01= 64.0 PLF 0'- 0.0" TO 9'- 7.2" V 4- 6=( -72) 87 BC LATERAL SUPPORT <= 12"0C. UON. IC UNIF LL( 100.0)+DL( 28.01= 128.0 PLF 9'- 7.2" TO 10'- 0.0" V BC UNIF LL) 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 10'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 400.0)+DL( 112.0)= 511.9 LBS @ 9'- 7.2" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED 0'- 0.0" -50/ 734V -45/ 141H 3.50" 1.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 0.0" -251/ 1091V 0/ OH 5.50" 1.67 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 19.2" 0.0" bCOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/130 MAX LL DEFL = 0.016" @ -1'- 7.2" Allowed = 0.160" 0-03-14 MAX TL CREEP DEFL = -0.018" @ -1'- 7.2" Allowed = 0.213" f--,r MAX LL DEFL = 0.012" @ 4'- 10.2" Allowed = 0.463" 9-06-13 0-05-03 MAX TL CREEP DEFL = -0.025" 0 4'- 10.2" Allowed = 0.617" { 4 4 MAX HORIZ. LL DEFL = -0.005" @ 9'- 8.5" 4-10-14 4-04-01 0-05-03 MAX HORIZ. TL DEFL = 0.006" @ 9'- 8.5" f T 1 f--f Design conforms to main windforce-resisting system and components and cladding criteria. 9-06-04 ..{{ T 4,511.9S# Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-7x8 load duration factor=1.6, 5.00 p M3145x3 End vertical(s) are exposed to wind, 4 / Truss designed for wind loads � . in the plane of the truss only. M-1.5x3 3 cr O �1 l O O a r o ill v l RN I 1 ° M-3x4 M-3x9 M-3x5 1 1 ). 8-11-07 1-00-09 1 1-07-03 1 10-00 1 �FQ ED P R O,c 0NGINFF9 i \J C), 89782PE r JOB NAME : PLAN 2545- 3 CAR ELEV A - DH1 Scale: 0.4089 - WARNINGS: GENERA.NOTES, unless warms,noted'. /•/ V / _J 1.Builder and erection contractor should be advised of al Goners Notes I.This oesgn is based only upon the parameter shower and is for an InyNEual V OREGON O- Truss: DH 1 and Warnorgs before consm,ction commences. biking component.Apa,cabrlrly of desgn parameters and pope, 4" r, 2.2,4 compression web brawrg must be metaled where shown v. inwryaabon of corrgorienl.s the responsiDilmy of the Dulling designer. ��`��R Y 1 Ad:Pional temporary bating to mare stability dung coned bon 2_Desgm assumes the top and bosom toads to De wlerary braced at � 'D the responsibtfay of the erector.AdADOnaI permanent bracing of T n.c.ole at 10'o.c.respectively unless bated Inro gnpul ltxvr length by '1 \ v DATE: 7/22/2015 Ire overall structure is me response of the build sues co Somas sheath.such as olywocd sneahing(TC1 asap rrywaNBC) Pct U L `` itty "'9 designer 3.2s Impact bodging or lateral baang required where shown•• SEQ. : K1316183 4.No bad snout be applied to any component until after al btaurg and 4..IDnstallabon of buss nee 1 bAp 0 thine specs.contractor.nanl. fasteners are complete ale at no time should any bads greater loan gl assumes TRANS ID: LINK 4e n bads be appbed to any component 6 Dew n e assumes or cM bearin urn suppers shown shim or d 6.CorwuTrus has no control over and assumes no responsrblhy forme s= g aI a EXPIRES: 12/31/2016 necessary fabricator,handling shp"ern and installation 0 components. 7.Desgn assumes adequate drainage is prowled. July 22,2015 6.This desgn is fumshed sugect'o the lrmmabons set forth by 6.Plates soap be boated on both fares of truss and placed so heir center J TPWITCA In SCSI.copes of which well be furnished upon request. lines concrete with)ant center lines. 9.094s indicate sae of date mcnes. MiTek LISA.Inc/CornpuTrus Software 7.6 7-SP2(1 L)-E lo.For basic connector plate design values see ESR•1311.ESR-1988(Mire.) • • This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 416BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 70 2-5=(-214) 508 5-3=1 0) 231 BC: 2x4 ROOF 416BTR SPACED 24.0" O.C. 2-3=(-609) 113 5-6=(-217) 503 3-6=7-566) 185 WEBS: 2x4 RODE STAND 3-4=(-107) 104 6-4-1-134) 115 LOADING TC LATERAL SUPPORT <= 12"0C. SON. LL( 25.0)4514 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PIP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 19.2" 0.0" 0'- 0.0" -96/ 629V -51/ 159H 3.50" 1.00 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 10'- 0.0" -50/ 420V 0/ OH 5.50" 0.67 RODE ( 625) For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = 0.016" @ -1'- 7.2" Allowed - 0.160" MAX TL CREEP DEFL • -0.018" @ -1'- 7.2" Allowed - 0.213" MAX LL DEFL - -0.010" @ 5'- 2.8" Allowed - 0.463" MAX TL CREEP DEFL = -0.020" @ 5'- 1.7" Allowed = 0.617" 5-03-07 9-08-09 MAX HORIZ. LL DEFL - -0.004" @ 9'- 8.5" 1 1 1 MAX HORIZ. TL DEFL = 0.006" @ 9'- 8.5" 12 M-1.5x3 5.00 Design conforms to main indforce-resisting system and components and cladding criteria. Wind: 140 mph, 1=15ft, 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 M-3x9 in the plane of the truss only. 3 r o I C 0 C o I oo/ P M J) I 2�� 5 1 1 ° M-3x9 M-1.5x3 M-3X9 Jr b 1 5-01-11 4-10-05 y Jr 1-07-03 10-00 0 P R OFe° •<c- ENG F-7 -�, L 2 17__Q 89782PE / JOB NAME : PLAN 2545- 3 CAR ELEV A - Dl __� Scale: 0.9531 / _ /,.. WARNINGS GENERAL NOTES, unless othervnse noted: V �0 1.Bolder and erector.contractor should Sc.adrrsed of al General Notes 1.This design is based only upon Inc parameters shores and rs br an indi„dwal _ y�C OREGON 2 P Truss: D 1 and Warnings before construction commences. ba'bing component_Applicabd'ry o1 design parameters and proper 0 2.2ra compression web bracing must be installed where shown•. incorporahon of component's me respons'D'lity of me Du'b'ng Oes'grrer. ,A� q y` Q 3.Additional temporary bracing to insure stability during construction 2-Design assumes me lop and bottom chords to De laterally braced al 7 4 '1 R Y :J• �j- is the responsibilih of the erector.Additional permanent bracing of 2'AnII and at t0'e.c.respecb plywood unkss braced throughout mpr length by '1 ,\--.1 V DATE: 7/22/2015 Ise corral structure s Ise responsibility of Duibl des sinuous sheathing such as plywood heathurlers)anon drywalteq. p^ U L M r.9 designer 3.2x Impact bnagng or lateral Draang required where shown•• �'t SEQ.: K13 1618 4 a.No bad should be applied to any component until after all bracing and x mslallaoon of buss is be respons'mlily of the respect.contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to ne used'n a non-corrosive environment. design bads ne applied b arty cceponern. aM are foc'dry conduon'of use. TRANS I D: LINK 6 Deng"assumes nn bearing at all supports shown Shim or wedge d Ti CompuLns has no control over and assumes no responsildhry for the aary. EXPIRES: 12/31/2016 onest harWfrog shipment and installation of components 7.Design assumes adequate drainage a prodded July G2,2015 e.This design is furnished subject to the limitations set foul by e.plates snail be located on both faces of buss.and placed so their center TPWOICA in SCSI,copes of which e)1 be furnished upon request lines corrode with tont ce.ntet lutes. s.D'ges indicate sae of platen mcnes. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1L)-E 10.For basic connector plate design values sea ESR-1311,ESR-1998(M'rek) I a a t ■ a a This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 416BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-4=10) 0 BC: 2x4 KDDF 416BTR SPACED 24.0" O.C. 2-3=(-49) 51 TC LATERAL SUPPORT <= 12"CC. UON. LOADING BC LATERAL SUPPORT <= 12"CC. UON. LL( 25.0)4DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 286V -19/ 70H 3.50" 0.46 KDDF ( 625) 2'- 4.8" -109/ 110V 0/ OH 1.50" 0.18 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.9" 0/ 52V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spaci g. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL TEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP JEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX TC PANEL LL JEFL = -0.004" @ 1'- 4.2" Allowed = 0.154" 2-05-09 MAX TC PANEL TL DEFL = -0.009" @ 1'- 3.1" Allowed = 0.232" / 1 MAX BC PANEL LL TEFL = 0.005" @ 2'- 7.4" Allowed = 0.257" MAX BC PANEL TL DEFL = -0.028" @ 3'- 2.8" Allowed= 0.342" 12 MAX HORIZ. LL DEFL - -0.000" 8 2'- 4.8" 8.00 MAX HORIZ. TL DEFL - 0.000" @ 2'- 4.8" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 -d (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. rn 0 0 ed P.- 0 I -, I 03311 �4 O 1 M-3x4 l b 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 1 5-11-15 �, '`��NG N p. `S> 89782PE JOB NAME : PLAN 2545- 3 CAR ELEV A - DJ2 Scale: 0.6776 i=/ AIM WARNINGS: GENERAL NOTES. unless whereas.noted. C, 40 40 1.Budder and erection contractor should be advised of as General Notes I.This design is based only upon the parameters shown and is for an individual i' OREGON O� Truss: DJ2 ac warnings before construction commences. budding component.Applicabldy of design parameters and p roper /�j /, ry 2.tad compression web bracing must be installed where shown a incorporation of component is the responsibility of the building designer. ""T lJ�y C , (� A 3.Adddional temporary taming to insure stability dumg construction 2.Design assumes the too and bottom chords to on laterally braced at "I '1 J• !' is the responsibuily of the erect,Additional permanent bnaorg of 2'n.c.and Sr 1p'o.c.respectively unless braced thrpghout)heir length by iii continuous sheathing such as plywood sheatheg TCl andror drywall(BCI. p^ 1 1 L �\ DATE: 7/22/2015 the overall structure Is the responslbiMy of the buikli g designer 1 2a Impact bridging or lateral bracing required where shown•■ l'1 U SEQ.: K 13 1 61 8 5 4.No load mould be applied to any component until after all bracing and 5.Installation of truss is trusses responsibility t mof t a,respective t contractor.environment. fasteners are complete and at no time should any roads greater than gn assumes design bads be applied to any component. ant are for"dry condition'of use TRAN S ID: L INK 5.comp0Trus has no control over and assumes no responsibility for the s Design�s assumes tat bearing at all supports shown.scorn or wedge if fabrication handling shipment installation of components anysu EXPIRES: 12/31/2016 7 Desgnaasumesadequate donbdrainage npovi ed July 22,2015 6 Tun design a furnished subyect to die limitations set forth by 8.Rates shall be located on both laces of truss and placed so brew center ' TPINJFCA in SCSI.copes of which will be Nmished upon request lines coincide with rant center lines. 9.Dgds inicate size of plate in inches. MiTek LISA.Inc/COmpuTrus Software 7.6.7-SP211 L)-E 10.For basic connect.plate design values see ESR-tat t.ESR-1988(Kielty ' I I • I I This design prepared from computer input by SP LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF SliBTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 63 2-4=10) 0 BC: 2x4 KDDF HISBTR SPACED 24.0" O.C. 2-3=(-33) 61 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 HORS BRG REQUIRED BAG 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" -74/ 256V -10/ 47H 3.50" 0.41 KDDF 1 625) 1'- 1.8" -79/ 117V 0/ OH 1.50" 0.19 KDDF ( 625) LL = 25 PUP Ground Snow (Pg) 5'- 11.9" 0/ 49V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IN.' OND. 2: Desion Checked for net(-5 psf) uplift at 24 "oc soaci q. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-02-09 MAX TC PANEL LL DEFL = 0.001" @ 0'- 7.8" Allowed = 0.054" MAX TC PANEL TL DEFL = -0.001" @ 0'- 8.2" Allowed = 0.081" MAX BC PANEL LL DEFL - 0.005" @ 2'- 7.4" Allowed = 0.257" MAX BC PANEL TL DEFL = -0.022" @ 3'- 5.3" Allowed = 0.342" 12 9 00 MAX HORIZ. LL DEFL = -0.000" @ 1'- 1.8" MAX HORIZ. TL DEFL = 0.000" @ 1'- 1.8" 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(Dlr), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 3 - o 0 r 0 I -I:a o - -/ V O 2 \4 1 M-3x9 l b l 1-00 !PROVIDE FULL BEARING;Jts:2,3,4 I 5-11-15 �°ON 7olNE \ 89782PE JOB NAME : PLAN 2545- 3 CAR ELEV A - DJ1 Scale: 0.7401 / WARNINGS: GENERAL NOTES, unless otherwise noted. (/ 1.Builder and erection contractor shock be advised o1 all General Notes 1.This Design a based only upon the parameters shown and rs for an indivieu& -9,L OREGON o P Truss: DJ 1 and Warnings before concoction commences. building component.Applicability of design parameters and proper /' n 2.2.compression web bracing must be installed where shown., rncorporabon of component Is the responsibility o11 I Dudmng Oes�gner. .�� Li/1 +G V �� 3.Additional temporary bracing to Insure sladlily during construction 2.Design assumes the lop and bottom chords to be laterally braced al 7 --i 1 U is Ina responsiDdity of the erector.Additional permanent bracing of ^.c.and at tp'dc.respectivNy unless braced tnrougfqut then length by \� DATE: 7/22/2015 the overall structure is the respontril of the budding designer continuous sheathing such as plywood mired where s anwO drynall(BCI. PA 1 dY n9 grrer. 7.2a Impact bridging or lateral Mating required v,Mre shovm•' L. SEQ.: K 131618 6 4.No road 00dd be app! to any component until alter all bracing and 4.Installation of trues is Ire responsibu g of the respective contractor. fasteners are comp and ark]at no time shark]any roads greater than 5.Design a rues trusses are to be used in a run-conosrve emeo.nenl. TRANS ID: LINK design loam be app..to am componcra• O s:n brume full hear of rte. 5.Compu I rus nos no control over and assumes no responsiMtiry for the 6.ne sip assumes NI hearing at all supports shown.Shinn or wedge d faMmauon handing shipment and instalandn of components necessary EXPIRES: 12/31/2016 7.Deady)assumes adequate damage 0 provided. Jul 22,2015 6.Ohs desgn a furnished subled to the Imaabons set forth by 6.Plates shall he located on bath faces of tress.and placed so tree center July TPVWTCA Sr BCSt.copes of which will be furnished upon request. Ines coincide wk]loot center Ines. 9 Drgils indicate sae of plate in inches. MiTek USA.Inc/CornpuTrus Software 7.6.7-SP2(11.)-E 10.For basic connector plate demgn values see ESR-1311.ESR-1986 tlNi ek) a r t This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1bBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-4=(0) 0 BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. 2-3=(-120) 90 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 2.1" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 403V -42/ 133H 5.50" 0.65 KDDF ( 625) 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" -82/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ;COND. 2: DesiGn checked for net(-5 psf) uplift at 24 "tic spaciilg. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/130 BOTTOM CHORD CHECKED FOR 1CPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.017" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.023" MAX TC PANEL LL DEFL = 0.110" @ 3'- 7.4" Allowed = 0.43B" -/ MAX TC PANEL TL DEFL = -0.109" @ 3'- 5.0" Allowed = 0.657" 3 12 MAX HORIZ. LL DEFL = -0.001" @ 5'- 11.2" 8.00 ' MAX HORIZ. TL DEFL = -0.001" @ 5'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cet.2, Exp.B, MWFRS(Drr), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. el o c r- 0 t P O 1 M-3x4 b l ly 1-00 6-00 0-02-01 (PROVIDE FULL BEARING;Jts:2,4,3 I ��p,ED P R Ore SS ,�\� �NG1NEF9 /Oqy JOB NAME : PLAN 2545- 3 CAR ELEV A - EJ5 /89782PE r Scale: 0.5662 r _ WARNINGS: GENERAL NOTES. unless otherwise noted'. v _J I.Bolder and erection contractor sno,ld be advised of all General Notes 1.This design is based only upon the parameters shown and is bean individual 9 OREGON oN. Truss: E J 5 and warnings before construction commences. buikng component.Applicability of design parameters and Roper -1/ 2 Q' 2.2a4 compression web bracing must be installed where shown• incorporation of component is the nn responsibility of me building designer. .9� Vq R Y 1{�. �` 3.Aaron,temporary bracing to insure stability during construction 2.Design assumes IM lop and bpnom chords to M laterally braced a1 G. is the responsiDilily of the erector.AOdibonal permanent braurg of �'tic.and at 10'o.c.respectively unless prated Inrpghout(Mir length by \‘`..\ v DATE: 7/22/2015 Ihe overall structure is the res bill f the buibin des. continuous ridging r such as plywood aired w gTrc)own•arywaluec). 1 �J 71 ' f L 0^^s� Y o 9 9^e' 3.2x Impact bridging or lateral bracing required wnere shown•• �'1 V SEQ. : K1316187 4.No load should be applied to any component until after as bracing and 41 lallaton olithe truss is reepo 0ml y ornth respect.tontac��and fasteners are compete and at tic cone should any bads greater man Design assumes design bads be apNiee 10 any comp0000l and are for"dry cRMEron'of use TRANS I LINK 6.Des 5.CompuTrus has no emirs over and assumes no responsibility for the Design assures shown.snrm or wedge d neOessarysu ides lull Manrg a1 all supports EXPIRES: 12/31/2016 fabrication handling shipment aid installation of components 7.Design assumes adequate drainage is prowled. July 22,2015 6.Thn design is furnished sub)ea to me hmnations sal form e.by Plates shall be located on both fares of truplaced.and placed sin Meer center TPLWTCA in BCSI.copes of wtacn veil be fumnMd upon request. lines coincide oath tom1 center Imes. 9.Diggs Micate sae of plate in inches. MiTek USA.Inc ICompuTrus Software 7.6.7-SP2(1L)-E 10.For basic connectoi plate desgn values see ESR.1311,ESR.1988 datTek) ' , This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 416BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-4=(0) 0 BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. 2-3=)-99) 76 TC LATERAL SUPPORT 0= 12"00. VON. LOADING BC LATERAL SUPPORT 0= 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" -31/ 375V -35/ 114H 5.50" 0.60 KDDF ( 625) 4'- 10.8" -88/ 139V 0/ OH 1.50" 0.22 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 65V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT A?PLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "Inc spaci g. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/1B0 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.029" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.039" 4-11-09 MAX TC PANEL LL DEFL = 0.045" @ 2'- 10.2" Allowed= 0.355" T T MAX TC PANEL TL DEFL = -0.050" @ 2'- 8.2" Allowed = 0.532" 12 MAX HORIZ. LL DEFL = -0.001" @ 4'- 10.8" 8.00 p 3 -I MAX HORIZ. TL DEFL = -0.001" @ 4'- 10.8" Design conforms to main windforce-resisting ') system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. o I co o n r f- 0 I i xx 0-41111111111..1111 0 1 M-3x4 Jr Jr Jr 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,3,4 1 �S-' NE V s c.`' ,89782PE JOB NAME : PLAN 2545- 3 CAR ELEV A - EJ4 �� Scale: 0.5939 �� WARNINGS: GENERAL NOTES, unless othervnee noted: (� I.Rudder and erection contractor should be advised of al General Notes I.This design a based only upon ere parameters shown and is for an individual 7 R E G O N20 PQ= Truss: E J 4 are Warnings before construction commences. building component.Applicability ed design parameters and proper 2.244 compression web bracing mast be installed where shown.. incorppratibn or component is the responsiglily of the building designer. 3.Additional temporary bracing to mule stability during construction 2 Design assumes the lop and bottom chords to I laterally braced al ,9� q R Y 15 is me responsibility of the erector.Additional permanent bracing of Y o c.and al 10'cc.respectively unless braced mroughoul their length by \� continuous sheathing such as plywood sheathing(TC)and/or drywaefBC1. PA f '` Ps DATE: 7/22/2015 the overall structure is the responsibility of me building designer. 3 2=Impact bridging or lateral bracing required where shown+4 r1 1.1 l- SEQ. : K1316188 4.No bad should be applied to any component until after al Waiting and 5. llation m trustssis responsibility in the respective contractor.rent. fasteners are complete and at no lime should any loads greater man Design assumes design loses be applied to any component and are for dry condition"of use. TRANS I D: LINK 6.Design assumes lull hearing al all supports 5.CompuTrus has no control over and assumes no responsibility for supports mown.Shen wedge edge it swan. EXPIRES: 12/31/2016 fabrlwtion handling shipment and installation of components. I 2 Design assumes adequate otainage a prusMed July 22,201 5 8.This design is furnished subject to the limitatens set north by 8.Slates shad be located on both laces of truss and placed so thee center TPIA"RCA in BC51 copies on which will be furnished upon request. tines commie wdh last corner Ines. 9.Ugds indicate sue of plate in inches. MiTek USA.Inc/CompuTrus Software 7.6 7-SP2(11)-E 10 For basic connector plate design values see ESH-13i I.ESR-1988(Male) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 6'- 4.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41LBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 70 2-4=(0) 0 BC: 2x4 KDDF 1116BTR SPACED 24.0" 0.1. 2-3=(-97) 44 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TCP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 19.2" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -93/ 448V -6/ 97H 5.44" 0.72 KDDF ( 625) 1'- 9.2" -57/ 175V 0/ OH 5.50" 0.28 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 4.6" -72/ 154V 0/ OH 1.50" 0.25 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net psf) uplift at 24 "oc spaci g. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. N. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.016" @ -1'- 7.2" Allowed= 0.160" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.018" @ -1'- 7.2" Allowed= 0.213" MAX BC PANEL LL DEFL = 0.004" @ 1'- 0.0" Allowed= 0.049" MAX BC PANEL TL DEFL = -0.005" @ 1'- 0.0" Allowed= 0.065" 12 5.00 17 MAX HORIZ. LL DEFL = -0.000" @ 6'- 3.8" MAX HORIZ. TL DEFL - -0.000" @ 6'- 3.8" 3 -,, Design conforms to main windforce-resisting system and components and cladding criteria. '' Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (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 0 P. f 0 I IN o i-- 2 Illis1511 4 Ill 0 1 M-3x4 b ' l 1-07-03 2-00 4-04-09 'PROVIDE FULL BEARING;Jts:2,4,3 .\(c- -C1 P R O,t C? LNG I N E�c9 /`1„ :9782PE 4Z" �r--- JOB NAME : PLAN 2545- 3 CAR ELEV A - ESJ2 i/ �% ° Scale: 0.6676 ''^^ WARNINGS: GENERAL NOTES, ugess otherwise noted-. V 1 J 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the para.-Niters shown and is for an rgieduH -9,� OREGON . Truss: ES J 2 and Warnings before construction commences. budding component Applicability of design parameters and proper 2 2 2.4 compression web bracing must be metaled where shown•. incorporation of component is the responsibility of the Puking designer Coq R Y 5- 3 Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom toads to be Waal,"braced a1 <<"' is the responstddy of the erector.Additional permanent bracing of 2'u.c.and at 10'o c.respectively unkss Mated throughput their length for \� DATE: 7/22/2015 the overal slrudMe is the responsibil of the building bias conMuus sheathing such as plywood shealhing(TC)artaor drywal(BCI. 1 /J/t U 1 ,\,...1 M n9 grer 3.2a Impact Midgirg or lateral bracing required Where shown•• �'1 L SEQ.: K1316190 4.No load snored be appied to any component until after aN bracing and a.Installation of russ is the responsibility oche respective contractor. fasteners are complete and at rte time should any bads greater than 5.Design assumes Misses are to be used in a non-cowrie environment. TRANS I D: LINK design loads be applied to arts componern. B and are for condition"rector l c all sr, 5.CnmpuTns has no control over and assumes no responsibility for the necessary assumes g a[a supports shown.Shim or wedge If EXPIRES: 12/31/2016 sotssume tabrira ion.handling.shipment and Installation or components. 7.Design assumes adequate drainage is provided. July 22,2015 6.this design is fumished sublecl to the limitations set forth by 8.Plates shall be located on both laces of truss and placed so their center J TPINJTCA in BCSI copes of wfitr veil be furnished upon request. lines wonted.wrth joint center lines. S.Digits Idicate sue of plate in inches. MiTek USA,Inc.7CompuTrus Software 7.6.7-SP2(1L1-E to.For bask connector plate design values see ESR.I n I.ESR.tSso(MiTel) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 3'- 2.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF t11iBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 70 2-4=(0) 0 BC: 2x4 KDDP NILBTR SPACED 24.0" O.C. 2-3=(-58) 21 TC LATERAL SUPPORT <= 12"OC. UON. LOACING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 19.2" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -113/ 457V -2/ 60H 5.44" 0.73 KDDF ( 625) 1'- 9.2" -77/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 2.2" -34/ 75V 0/ OH 1.50" 0.12 KDDF 1 625) LIMITED STORAGE DOES NCT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uOlift at 24 "oc spaci g. 12 REQUIREMENTS OF INC 2012 AND INC 2012 NOT BEING MET. IC 5.00 t;7' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.016" @ -1.- 7.2" Allowed = 0.160" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.018" @ -1.- 7.2" Allowed = 0.213" MAX TC PANEL LL DEFL = 0.003" @ 1'- 1.4" Allowed = 0.179" MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.065" MAX HORIZ. LL DEFL = -0.000" @ 3'- 1.4" MAX HORIZ. TL DEFL = -0.000" @ 3'- 1.4" Design conforms to main windforce-resisting 3 --., 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), lr load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. us 0 0 .R r 0 . 0 l , \ -, 1 M-3x4 0 . ) ) 1-07-03 2-00 1-02-03 (PROVIDE FULL BEARING;J[s:2,4,3 `'\��N�c6".0 J 89782PE r- JOB NAME : PLAN 2545- 3 CAR ELEV A - ESJ1 � Alr,// 2 - Scale: 0.9083 ./ ,^ WARNINGS' GENERAL NOTES. unless olhetsese noted V �V J 1.Budder and erection contractor should be advised of al General Notes I.This design is based only upon the parameters shown and is for an individual -57 OREGON Truss: E S Jl and Warnings before construction commences. budding component Applicability of design parameters and proper /. n� 2.2xa compression web bracing must be installed where shown• incorporation of component is the responsibAity of the Omding designer, �l1� V!1 n G ° ' 3.Additional temporary bracing to Insure stability during construction 2_sego assumes the lop and bottom chords to be laterally braces at 7 /��" 'l r7 :J -`� is the responsibility of the redo Additional permanent bracing or 2'p.c.and at I0'o.c.respectively unless braced throughout their length by '1 \�} DATE: 7/22/2015 the overall structure is the res thin t the buds des Js Impact ridging or suer l b alcing re uire where s owl«drywanlecl. fJ yl U L pans M o rig goer. 3.2x Impact ona9in9 or Wleral Orating required wren snovm•• �'1 S E K1316191 4.No load should be applIed to any component unit'after al bracing and 4.Installation or truss is the responslbdrty of the respective contractor. Q' fasteners are complete and at no bme should any loads greater than 5.Design assumes Pusses are to be used in a non-corrosive environment TRANS ID: LINK design(pads be applied to any component e_ are I«udry �an of use an supports show.shim or I awl 5.Compurrus nas no control over and assumes no responstMliry for the n a, rig a pup EXPIRES: 12/31/2016 necessary.sumes labncabon handhrg shipment and installation of components 7.Design assumes adequate drainage is prowled. July 22,2015 6.TNs design a furnished subred a the bmdmmns set forth by 8.Plates shall be doted on both faces of truss.and placed so their center J TPt`A'T CA in SCSI.copes of watch will be furnished upon request. lines coaxde wnh loin)center Ines. 9. Digits intimate sure of plate in inches. MiTek USA.Inc/CompuTrus Software 7 6.7-SP2(1 L)-E I0.For basic connector date design values see ESR•1311.ESR-1988(MWTdr) This design prepared from computer input by SP LUMBER SPECIFICATIONS 20-00-00 HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 70 2- 9=1-464) 2849 9- 3=( 0) 265 BC: 206 KDDF 41&BTR 2- 3=1-3182) 589 9-10=1-470) 2843 3-10=(-380) 152 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-2809) 698 10-11=1-530) 2560 10- 4=( -54) 305 LL = 25 PSF Ground Snow (Pg) 4- 5=1-2564) 671 11-12-1-4681 2851 10- 5=1-115) 121 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF IL( 50.0)+DL( 14.01= 64.0 PLF 0'- 0.0" TO 9'- 7.2" V 5- 6=1-2818) 696 12- 7=1-462) 2857 5-11=1 -9) 301 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 9'- 7.2" TO 10'- 4.8" V 6- 7=1-3190) 585 11- 6=1-382) 154 TC UNIF LLI 50.0)+D1( 14.0)= 64.0 PLF 10'- 4.8" TO 20'- 0.0" V 7- 8=1 0) 70 6-12=( 0) 263 s- - - - - - - - - - - - - - - - - BC UNIF LL( 0.0)+01( 40.0)= 40.0 PLF 0'- 0.0" TO 20'- 0.0" V NOTE: 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 400.0)+DLI 112.0)= 511.9 LBS @ 9'- 7.2" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA - ---- - TC CONC LLI 400.0)+DLI 112.01= 511.9 LBS @ 10'- 4.8" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -324/ 1760V -62/ 62H 5.50" 2.82 KDDF ( 625) OVERHANGS: 19.2" 19.2" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 0.0" -324/ 1760V 0/ OH 5.50" 2.82 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. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.016" @ -1'- 7.2" Allowed = 0.160" MAX TL CREEP DEFL = -0.018" @ -1'- 7.2" Allowed = 0.213" MAX LL DEFL = -0.088" @ 10'- 4.7" Allowed = 0.954" MAX TL CREEP DEFL = -0.172" @ 11'- 0.4" Allowed = 1.272" MAX LL DEFL = 0.016" @ 21'- 7.2" Allowed = 0.160" MAX TL CREEP DEFL = -0.018" @ 21'- 7.2" Allowed = 0.213" MAX HORIZ. LL DEFL = 0.026" @ 19'- 6.5" MAX HORIZ. TL DEFL = 0.044" @ 19'- 6.5" Design conforms to main windforce-resisting 9-06-15 0-10-01 9-07 system and components and cladding criteria. '� 1 1 1 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-03-01 4-03-14 1-01-15 4-01-12 5-01-06 All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1 1 1 1 load duration factor=l.6, 511.908 Truss designed for wind loads 12 12 5.00 D M-9x6 +511.908 oz 5.00 in the plane of the truss only. 4 M-6x6 fE'A� M-3x4 M-3x4 3 3, 0 1 2 9 10 11 12 ="7 1 o M-3x6 M-1.5x3 M-3x8 M-3x6 M-1.5x3 M-3x8 0 J., 5-01-05 l 4-00 y 1-11-01 l 4-00 y 4-11-10 l 1 �S��N6 N��o 1-07-03 20-00 1-07-03 ,�. :9782PE c JOB NAME : PLAN 2545- 3 CAR ELEV A - EH1 --i!y��. Scale: 0.2804 0''^^ WARNINGS. GENERAL NOTES. unless olherv,se noted: V 4 1 Rudder and ereGwn contractor snout be advised al all General Roles 1.This design is based only upon Ine parameters shown and is for an individual 17A, OREGON . Q' Truss: EH 1 and Warrangs before cpnSWcton commences. bolding component.Applicability of design parameters and proper //,, r 2.784 compress!.web Pacing must be installed where shown.. incorporation of component is the respgnsiPbty of the building tles'9ner. .l1� V A G f/ Q 3.Additional temporary Paarg to insure stabrlity during constr..° 2.Desig^assunwes the lop and Sodom chords to w laterally braced at 7 4/- ''I :J• G Is the tea onsi0ilily of the eredo.Additional permarteM braorg of 7 o.c.and at to o.c.respedrvNy unless braced throughout their length by '1 \%v DATE: 7/22/2015 the overall structure is the responsibility of the buns des 2,imp continuous eing sheathing r later as plywood sheathing(TG) erred when shown SEQ. : K1316192 4.No pad Shoup ce applied to any oomponenl until after al bracing and 4.Installation of truss n the responsrbdty of the respective contractor. fasteners are complete aM al no time should any bads greater roan 5.Design assumes I.ISees are to be used in a non-corrosive environment. and are for TRANS I D: LINK design woes oe applied w am component 6 De gn assumes econc..,n l mean.al all supports shown.Shim or wedge d 5.Corneal nus has no control over and assemes no responsibility for the =gory.° EXPIRES: 12/31/2016 fawcaten.habLng.shipment and installation of components. 7. necessary assumes adequate drainage is prowled. Jul 22,201 5 E This design is furnished subject to me[mutations set forth by 8.Plates shalt be located on both laces of truss.and placed so their center July TPVWTCA in SCSI.copes of wficn wdl be furnished upon request hthen roincle with joint center lines. MiTek USA.Inc./Co uTrus Software 7.6 7-SP2 11-E g_For b Indicate we of ate �n ignryal rflP ( ) 10.For basic connector plate design values see ESR-131 t.ESR-11188(Pries) a a • ' , This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 20'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 70 2- 8=1-263) 1285 3- 8=1-370) 256 BC: 2x4 KDDF 416BTR SPACED 24.0" O.C. 2- 3=1-1473) 368 8- 6=1-303) 1285 8- 4=( -39) 551 WEBS: 2x4 KDDF STAND 3- 4=(-1100) 225 8- 5=(-370) 256 LOADING 4- 5=1-1100) 225 TC LATERAL SUPPORT <= 12"00. UON. LW 25.0)PDL) 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-1473) 368 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1 0) 70 TOTAL LOAD = 42.0 PSF OVERHANGS: 19.2" 19.2" LL = 25 PSF Ground Snow :Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -166/ 1022V -67/ 678 5.50" 1.64 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 20'- 0.0" -166/ 1022V 0/ OH 5.50" 1.64 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.016" @ -1'- 7.2'• Allowed = 0.160" MAX TL CREEP DEFL = -0.018" @ -1'- 7.2" Allowed = 0.213" MAX LL DEFL = -0.045" @ 10'- 0.0" Allowed = 0.954" MAX TL CREEP DEFL = -0.090" @ 10'- 0.0" Allowed = 1.272" MAX LL DEFL = 0.016" @ 21'- 7.2" Allowed = 0.160" MAX TL CREEP DEFL = -0.018" @ 21'- 7.2" Allowed = 0.213" MAX HORIZ. LL DEFL = 0.020" @ 19'- 6.5" MAX HORIZ. TL DEFL = 0.031" @ 19'- 6.5" 10-00 10-00 Design conforms to main windforce-resisting .' system and components and cladding criteria. 5-03-06 4-08-10 4-08-10 5-03-06 Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f f T 1' '' (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir), 12 12 load duration factor=1.6, 5.00 D IIM-4x4 Q 5.00 Truss designed for wind loads in the plane of the truss only. 4.0" 4 .Fr( SIN\ 1.0" M-1.5x3 M-1.5x3 3 Rlpr- 1 2 -- 8 "6 7 0l o M-3x4 M-3x8 M-3x4 0 y 10-00 y 10-00 y ��cQ,�� P R OFeo y1-07-03y 20-00 y1-07-031 �� NGINEF9 /O� 89782PE r JOB NAME : PLAN 2545- 3 CAR ELEV A - E1 Scale: ,.2804 , / / 11111 WARNINGS' GENERAL NOTES, unless atnermse noted. V //^� 1.builder and erection contractor should be advised of al General Notes I.This design R based only upon the parameters shown and is for an rodrvrdual 9^. OREGON Truss: El and Warnings before conslrucuon commences. Dorking componenl.Applrcaaety of design parameters and proper -✓/, (15:;.'�' ' 2.2s.compress∎on web nrarsrg must De installed where shown.. mcorp«aDm le component is IDe,esponsipl�ty of the DuilOug davgner. V.1 R Y 1 - 3.Additional temporary Porno to osu,e stability during construction 2.Desgs assumes the top and bosom chords to be laterally braced al 11.- G. is the responsiDlity of the ereclo Additional permanent Draan5 of 2 n c.and at t Or o.c.respecloh unless bated IM1rdughopt heir length by \'`.1 DATE: 7/22/2015 the overall structure is the responsibd of the Melding designer continuous ri sheathing or Such l b alcin re utred where 1 own'tlrywalllBGl. P^ I '1 M o n9 3.z,Impact bridging or lateral bracing repwred More snows.- A'1 ll l- S E Q.: K 131619 3 ..No load should be applied to any component until alter al braang and ..Installation of truss is the reSponsmi8ry of the respective contracto fasteners are complete afloat no nine should any loads greater man 5.Design assumes trusses are to be used in a non-corrosive environment. TRANS ID: LINK design loads be applied m any component 6 and are 1«'a ` Debi of use supports shown.sntm or we f 5.CompuTrus has no control over and assumes no respons,baly for the R sa sap ^�a °�e EXPIRES: 12/31/2016 taboret.handling shipment and inslala:On of components. ry 7.Flares assumes adequate othifce.ocrossed July 22,20155' 6.rnh design rs furnished subject k the limitations set form by e.Glares snarl be located on both faces of toss and placed so Oleo renter Y TPWVOCA in SCSI copes of vetich will be furnished upon request lines coincide With rant center lees. 9.Dods ndicate size of plate n aches. MiTek USA.Inc/CompuTrus Software 7.6.7-SP2(1 L)-E to.For basic cow)ena plate devgn values see ESR-1311 ESR-1989(Mires) This design prepared from computer input by JP 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 2-4-(D) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-63) 84 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.U)+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 POE 0'- 0.0" -100/ 304V -9/ 45H 5.50^ 0.49 KDDF ( 625) 1'- 1.8" -55/ 115V 0/ OH 1.50" 0.18 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "on soaciftg. REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX TC PANEL LL DEFL - 0.001" @ 0'- 9.0" Allowed= 0.053" 1-02-09 MAX TC PANEL TL DEFL = -0.001" @ 0'- 9.3" Allowed= 0.079" l' MAX BC PANEL LL DEFL ■ 0.006" @ 2'- 8.6" Allowed- 0.254" MAX BC PANEL TL DEFL - -0.019" @ 3'- 6.2" Allowed= 0.339" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 1.8" 8.00 F77 MAX HORIZ. TL DEFL = 0.000" @ 1'- 1.8" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 3 -0 el 0 MI 0 t` li 'i 0 I 0 II X -, 27->=0 4 M-3x9 l 1 l 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 ' 6-00 6:0 PROFes, ��\� LNGINEF9 s/��v 8•782PE r JOB NAME : PLAN 2545- 3 CAR ELEV A - EJ1 / c•Scale: 0.7269 WARNINGS: GENERAL NOTES, unless otherwise noted: V I.Rudder and erection contractor shaded be advised of ad General Notes I This design is based only upon the parameters shown end is for an individual 9 OREGON Truss: E J 1 and warrangs before construction commences. wilding component.Applicability of design parameters and proper �.'/, 0 0 ' ' 2.2s.compression web bracing must be installed where shown•. incorporation of component is the responsibility of building designer. 9� V,9 n Y Q 3.Additional tenporary bracing to insure starslity during construction 2.Design assumes IM top and bottom chords braced to be laterally t their at 7 ,l AS is IM responsibility of IM erector.Additional permanent bracing of 2'o.c.and at 10'tic.respectveh unless braced throughout their length by \� DATE: 7/22/2015 me overall structure is the responsibility 1 me building aes continuous sheathing such as plywood sheathing(TC)anaor drywadlBC). /°A U L R ponsi y o g gner. 3.2x Impact bridging or lateral bracing required where shown•• S E K 131619 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss is IM responsibility of IM respective contractor. 4 fasteners are comMete and at no tine should any loads greater than 6.Design assumes trusses are to be used in a non-corrosive environment. TRANS I D: LINK design loads be applied to tiny noePonem• 6.Design assudmmes condition'bearing at all supports shown.Shim or wedge d 5 CompuTrus has no control over and assumes no responsibility for the necessary.° EXPIRES: 12/31/2016 fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6. July 22,2015 This design rs furnished subtend to the limitations set forth by B.Plates shall be located on both faces of truss and placed so(hen center TPVNRCA in BCSI,copies of which will be furnished upon request. lines coincide minimnt center Gees. 9.Diggs indicate sue of plate in inches. Milek USA,Inc./CompuTrus Software 7.6.7-SP211 L)-E IS For basic connector plate design values see ESR-1311,ESR-19,38(Kick) r F . . r ' • s 1 This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 6'- U.S IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 1116BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-4=(0) 0 BC: 2x4 KDDF M1&BTR SPACED 24.0" O.C. 2-3=1-75) 60 TC LATERAL SUPPORT <= 12"01. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+01) 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" -32/ 339V -26/ 91H 5.50" 0.54 ROOF ( 6251 3'- 7.8" -101/ 119V 0/ OH 1.50" 0.19 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 56V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc sDaCiI,9• REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/130 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133•' MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed - 0.091" 3-08-09 MAX TL CREEP DEFL . 0.000" @ 0'- 0.0" Allowed = 0.122" ,' 1' MAX TC PANEL LL DEFL - 0.013" @ 1'- 11.2" Allowed • 0.254" MAX BC PANEL TL DEFL = -0.032" @ 3'- 1.4" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 7.8" 8.00 MAX HORIZ. TL DEFL = -0.000" @ 3'- 7.8" 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Ds.r), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 0 eq r 0 C O METERO ORTM44 -/ O M-3x4 y Jr -- y 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 1 6-00 . 0),° P R 0FFs \, CNG I N EFS /-9 y c4Q 9782PE JOB NAME : PLAN 2545- 3 CAR ELEV A - EJ3 ,--'.__-� ° Scale: 0.6394 WARNINGS: GENERAL NOTES• rabn atlwrvase nosed- 1.Guilder and erection tanbat ar should be advised of all General Nate, t.This design i,based any upon ere parameters shown and is for an.divauN 9 OREGON '', Truss: E J 3 rd warnings before construct..commences b trli g component.Applicability of design parameters and Proper 4/0 2� �Q' 2.Ia compression wen bracing must be rnstaled where shown• Sncorparalion of component is the responsibility of the budding dewier. ..r) 1 Additional temporary braang to insure stability during construction Design assumes otie top and bottom cnads to be laterally c braced at 7� • R Y is Ire responsiioddly of the erector.Additional permanent braang of 2 o and at 10'o c respectively unless braced throughout their length by / \� DATE: 7/22/2015/2015 Ire overall structure s the res nnn f me budding designer onbnoons sheathing such as plywood sheamirg(TC)and/or drywan)BCI. ,I ^ U L vy / ponsi y o g gner. 3 2x Impact bridging or lateral bracing required where shown•• !'t SEQ. : K 131619 5 4.No load should be applied to any component until after aN braong and 4.Installation of truss is the responSibil:ty of the respective contranor. fasteners are complete and at nc lime should any loads greater than S.Design a re to be used m a non-corrosive environment, design loads be applied m any component. and are mr-dry condmonaof use TRANS ID: LINK 6 Design assumes the full bearing at all supports shown.Bmmof wedge 1l EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility fore necessar,. fabrication.handling shipment and installation of components. n Design assumes adequate drainage is provided. July ZZ�20 15 8.This design is furnished sublet[to the limitations set forth by 8.Plates shall be located on both faces of truss.and placed so their center TPIAVTCA in BCSI.copes of whch will he furnished upon request. Ines annc:de oath lomt center tires. 9 Digits r dicale see of date in inches. MiTek USA.Inc/CompuTrus Software 7.6.7-SP2(1L)-E 10.For basic connector pate design values see ESR-1311,ESR-1988(MITek) 1 1 / • I t • N s This design prepared from computer input by JP 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 2-4=(0) 0 BC: 2x4 KDDF #SHBTR SPACED 24.0" O.C. 2-3=(-55) 49 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -39/ 306V -18/ 68H 5.50" 0.49 KDDF ( 6251 2'- 4.8" -105/ 102V 0/ OH 1.50" 0.16 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 50V 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. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ -I'- 0.0" Allowed - 0.133" MAX TC PANEL LL DEFL - -0.003" @ 1'- 5.2" Allowed = 0.154" 2-05-09 MAX TC PANEL TL DEFL = -0.006" @ 1'- 4.2" Allowed = 0.231" 1 1 MAX BC PANEL LL DEFL = 0.008" @ 2'- 8.6" Allowed = 0.254" MAX BC PANEL TL DEFL = -0.023" @ 3'- 3.8" Allowed - 0.339" 12 MAX HORIZ. LL DEFL = -0.000" @ 2'- 4.8" 8.00 MAX HORIZ. TL DEFL = 0.000" @ 2'- 4.8" Design conforms to main windforce-resisting system and components and cladding criteria. 3 -I 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 0 0 o N r- f 0 I _ T 2�� 1 M-3x4 l 1 -- 1 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 1 6-00 <<0N0 Fq s'o 41 29 89782PE r JOB NAME : PLAN 2545- 3 CAR ELEV A - EJ2 i Scale: 0.6519 ORIN -- - - WARNINGS: GENERAL NOTES, unless otherwise noted ,,/ V / y 1.Budder and weaon contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual -y OREGON o" Q, Truss: EJ2 am mrnrgs before construction commences, building component.Applicability of design parameters and proper 2 r, A 2.2x4 compressan web bracing must be installed where shown". inCpm«abon of component is the responsipbry of the building tlewgrer. �� 1 3.Additional temporary bracing to insure stability during construction 2 Design assumes ete lop and Dollam chaos to be laterally braced et `l R,I -J G- rsIMresponsibility of the erector.Additional permanent bracing of T o.c.and at 10'o.c.respectively unless braced throughout their length by k \�V DATE: 7/22/2015 the overall structure•Me responsibility f the build! designer 2x continuous mpa t sheathing such as plywood shed sheathing(TC)arm«arywanlBC1. PA pons y o rp gran. 3.2x Impact bridging or lateral bracing required wren sham"" S E K 131619 6 4.No load should be applied to any component until after aN bracing and 4.Installation of truss is the responsibility of the respective contractor. Q fasteners are complete and at no tone should any loads greater than S Design assumes trusses are to be used in a non-conostve environment. TRANS ID: LINK design bads be applied to any component. 5 and are for uld0eari of an supports s own.Brim or wed ) 5.CompuTrua has no control over and assumes no responsibility for the ;'somas rig a 9b' EXPIRES: 12/31/2016 7 fabrication,handling,shipment and installation of components. 7_Design assumes adequate drainage is provided. July 22,2015 5.This design is furnished 0 ist subject the limitations set forth by O.Plates shall be beaded on both laces of truss.and placed so their center j TPIMRCA in BCSI.copes of which sell be furnished upon request. lines coincide war root center Niles. 9 Diggs indicate size of plate in itches. MiTek USA,Inc/COmpuTrus Software 7.6.7-SP2(1L)-E 10.Far basic connect«plate design values see ESR-131 t.ESR-1988(MITex) a 1 ' I a , This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF 1118BTR LOAD DURATION INCREASE = 1.15 1-2-) 0) 70 2-4=(0) 0 BC: 2x4 KDDF 014BTR SPACED 24.0" O.C. 2-3=(-64) 15 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DLI 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 19.2" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -118/ 456V 0/ 470 5.50" 0.73 RODE ( 625) 1'- 9.2" -78/ 40V 0/ OH 5.50" 0.06 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 2'- 0.0" -28/ 43V 0/ OH 1.50" 0.07 KDDF ( 625) 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5.00 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "op 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 - 0.016" @ -1'- 7.2" Allowed " 0.160" MAX TL CREEP DEFL - -0.018" @ -1'- 7.2" Allowed - 0.213" MAX BC PANEL LL DEFL- 0.002" @ 1'- 0.1" Allowed • 0.049" MAX TC PANEL TL DEFL " 0.003" @ 1'- 0.2" Allowed - 0.140" MAX HORIZ. LL DEFL = -0.000" @ 1'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 1'- 11.2" 1 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h"15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir(, load duration factor-1.6, r Truss designed for wind loads AI ci› in the plane of the trues only. N O r / N 0 O I o /- 2/ . I I 44-->.< -i 1 M-3x4 1-07-03 2-00 (.,c,,,ov r n OrF PROVIDE FULL BEARING;Jts:2,4,3 I C.:.. ' G V Cs \ LNEF9 '2 ?�, C- :9782PE 9r JOB NAME : PLAN 2545- 3 CAR ELEV A - FJ1 Scale: 0.9995 iv WARNINGS: GENERAL NOTES, unless anervasenoted: " REGON • 1.Builder and erection contractor should be advised of al Genera Notes I.This design is based only upon the parameters shown and is for an individual � Truss: FJ1 and warnings before constriction commences. building component.Applicability of design parameters and proper "Y �yC �" 2.244 compression web bracing must be installed where shown•, ^corporation of component is the responsibility of the budding designer. �A� �J/)R Y ` L A 1.Additional temporary bracing to Insure stability swing construction 2.Design assumes IM lop and bottom chords to be laterally braced at 77 '1 1:J �j_` is IM responsibility of the¢rector.Additional permanent Drarirg a/ 7 sc.and a110'o.c.respectively unless braced throughout then length by ,;..1 V DATE: 7/22/2015 the weal structure is the responsibility f the building des conta'ml,s she: such as pywood aired he rcl arm•drywall(BC) �J^f ) �y ponsi H o r1g goer. 3.2x klpad bridging or lateral bracing required where shown•• �`I V SEQ.: K 131619 6 4.No load shock be applied to any component until after al bracng and 5.Design of truss*the are to be6tusedof h reespecben contractor nonm¢nt. fasteners are compete and at no time should any loads greater than 9n ass TRANS ID: LINK design asks be angled to any component. 6 Design Pass drams fun beams at an supports shown She or„edge d s.compunus res no rennet over and assumes no respansmbty for Ile necessary. EXPIRES: 12/31/2016 Iaxicaton.handing shipment and mstalabon of components. 7.Design assumes adequate drainage is provided. July 22,2015 6.This design is furnished suited to the limdabons set forth by 8.Plates shall be located on both faces of truss.and placed so their center J TPIWTCA in SCSI.ropes of whch will De furnished upon request. lines coincide with joint center Imes. 9.Dgns indicate sae of plate in inches. MiTek USA,Inc./CornpuTrus Software 7.6.7-SP2(1 L)-E 14 For basic connector plate design values see ESR.1311 FSR-1988(MiTet) a it This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 5'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 016BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 43 2-4=(-46) 62 3-4=(-163) 140 BC: 2x4 KDDF 416BTR SPACED 24.0" O.C. 2-3=(-90) 79 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.S)-DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -64/ 383V -27/ 83H 5.50" 0.61 KDDF ( 625) OVERHANGS: 12.0" 0.0" 5'- 6.0" -25/ 215V 0/ OH 5.50" 0.34 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) .. For hanger specs. - See approved plans 9. RIQIIRD STORAGE DOES NOT APPLY DUE TO THE BEANIAL REQUIREMENTS OF INC 2012 AND INC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed= 0.100" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.064" @ 3'- 0.7" Allowed= 0.329" MAX TC PANEL TL DEFL = -0.068" @ 2'- 10.6" Allowed= 0.493" 5-06 1' 1' MAX HORIZ. LL DEFL = 0.000" @ 5'- 4.3" MAX HORIZ. TL DEFL = 0.000" @ 5'- 4.3" 12 5.00 I/ Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 -/ load duration factor=1.6, End verticalls) are exposed to wind, Truss designed for wind loads in the plane of the truss only. m 0 r N c .�I I 2 4 O M-3x4 M-1.5x3 l y b 1-00 5-06 < E Fq s OA I 'o Q 89782PE JOB NAME : PLAN 2545- 3 CAR ELEV A - G2 ` � Scale: 0.6416 .../' -- _ WARNINGS: GENERAL NOTES. unless otherwise noted: V ^G0 1.Builder and nation contractor sna/tl be advised of.l General Notes 1.The design is based only upon the parameters shown and is for an indnnduY 9 OREGON E G O N Truss: G2 are Warnings before construction commences. budding component Appmabd,ry or tlesgn parameters and pope, "� -V/, 20 z.284 compression web Mating must be instaAM where shown.. incorporation ul component is the responsibility of the budding designer. 3.Additional temporary bracing to mum stability during construction 2 Design assumes the top and bottom chords to be laterally braced el �� q R y 15 is the res bdit r the erecto,.Additional 1 bream i continuous'o.c.and at 10'o c.respectively unless braced throughout a he:,length by n DATE: 7 22/2015 the overall structure is the responsibility r the building designer.g n sheathing such as a bracing re sheathing(TC) aired rher s m dyyw hied. PA U L `\ / Y o 9 Sher 3.2s Impact Ddtlgi p lateral dating required where shown•• SEQ. : K1 31619 9 4.No load should be applied to any component until It all bracing and 4 Installation of truss is the responsibility Of the h non-corrosive ppool onto 010 o menl, fasteners are complete and at no time should any loads greater than gn assumes busses are to be TRANS ID: LINK design loads be apaed to any component 6.aDeessin assumes es condition of fulll bearing at all supports shown.Shim or wedge d 5.Compu t rus has no control over and assumes no responsibility for the =dry.° EXPIRES: 12/31/2016 fabrication.handling shaman a.M installation of components. T.Design assumes adequate dlamage Is provided. July 22,201 5 a.This design is furnished skilled to the limitations set forth by 8 Plates shall be located on both faces of toss and placed so their center TPPW1CA in SCSI.copes of w1di will be furnished upon request lines coincide will joint renter Ines. 9.Der.n ecae sae of date in inches. MiTek USA.Inc./COmpuTrus Software 7.6 7-SP2(1L)-E 10.For basic connector pale design values see ESR-1311.ES12-1988(Marie I Ill , 1 1 1 , This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 5'- 6.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF 414BTR LOAD DURATION INCREASE - 1.15 Design conforms to main windforce-resisting BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=15ft,Enclosed, Cat.L=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MNFRS(Dir), TOTAL LOAD - 42.0 PSF d load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. Gable end truss on continuous bearing wall UCH. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1x2 or equal typical at stud verticals. 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for 5.00 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, 3 0 r 0 (V 011ll11l1l1l 00 1 4 M-3x4 1 ), Jr 1-00 5-06 (c�ED P R QF�css (�5 �NC,INEFR /� 2 89782PE ..F...._ JOB NAME : PLAN 2545- 3 CAR ELEV A - G1 ` � Scale: 0.7916 / WARNINGS: GENERAL NOTES, unless othervase noted. 1.Bolder and erection contractor should be advised M al General Notes I This design a based only upon the parameters show end is f«an individual y O R E G O N Truss: G1 and warnings before construction commences. building component.Applicability of design parameters and Prone, 2/, 20 QQ- 2 2te compression web bracing must ce rnstaSed where shown., incorporation of component is the responsiblry of the building designer. /� 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom unless bl to ce laterally o braced at �� R Y is the responsibility of Inc erector Additional permanent braarg of 2'm n and al 10'o c.rsuch a rely unless sated Inrpgnout their ry length b} \� DATE: 7/22/2015 the overall structure is Ire responsibility r the building designer sheathing or pleb l b acing re nea where s and/or tlrywalpew. PA U L M o rig g 3.2s Impact bridgrrg or lateral bracing regwiea where shown•. SEQ.: K 13162 0 0 4.No Toad snood be applied to any component until after a1 braang and 4.Installation of truss is the responsibility of Ore reaps live contractor. fasteners are Complete and at no lane snouts any loads greater than 5 Desgn assumes trusses are to be used in a non-corrosive environment, sign b be applied to any component and are 1«"dry condition-of use TRANS ID: L INK de s.cbmpu I rus has no control over are assumes no responsiauy for me 6 Design assumes 1,i1 bearing at act suppons share.Shim or wedge if fabrication handling.shipment and installation of components. n assn EXPIRES: 12/31/2016 7.Pltes hallbeacaeduoneothifageror trusis.a w July 22,2015 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both laces 01 truss.and placed so melt center TPIANtCA in BCSI,copies of which vAll be furnished upon request. tins coincide with mint center lines. 9. ogre indicate size of plate in inches. Muck USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values see ESR-1:11 I.ESR-1988 IMITek) f Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/" Center plate on joint unless x,y offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths 9 1 u 4 I I (Drawings not to scale) Dama e or Personal Injury MEIDimensions ore in ft-in-sixteenths. 11114b6, Apply plates to both sides of truss 1 2 3 I. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. iiir TOP CHORDS 2. Truss bracing must be designed by an engineer.For 0-1/16" wide truss spacing,individual lateral braces themselves W 4 may require bracing,or alternative Tor I _ 0 p bracing should be considered. o' 11■400, = 3. Never exceed the design loading shown and never �� D stack materials on inadequately braced trusses. 4. a Provide copies of this truss design to the building For 4 x 2 orientation,locate ' c5-6 P designer,erection supervisor,property owner and plates 0-1 from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-131 1, 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. 1.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that 'r Indicated by symbol shown and/or by text in the bracing section of the SYP represents values as published specified. by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective dote of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. •1MM reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. _ .. _ R 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI l: 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 is not sufficient. DSB-89: Design Standard for Bracing. o BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, MiTek ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 I