The URL can be used to link to this page

Plans (55) /1215 7-)-6/5---; O 7//8 l35J? S6(/ / 4 46'-0" 12'-0' _I 19'-1" I 14'-11" 1 e II ` ..ii ARCH _I _1 _I i - - — \ 143(7) 18'-5112" N `? 892 k F- u) 8:12 H2(12) $ - \ - - - -- -- a - H1 a , ( 1 — \ W4 - - -- - 8:12_, - pp 8:12 �� / 4 12 DJ2 0 61 DJ1 q 8: Ira 0.1 Esl caw / ' / 11'-111/2" 13 22-3" I L. 12-0" I 10'-31/2" j 11'-111/2" I 11'x" -0' ®Copyright CompuTrus Inc.2006 BUIL'ER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS JT SMITH 06/29/15 PLACEMENT LY.REFER TO TRUSS CA CU'LATIONS AND ENGINEERED STRUCTURAL Amor. 'a PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER INFORMATION.BUILDING t .%I umber 17529-JT SMITH-PLAN 2545-ELEV B DESINFORMATI N.B IOF LDING RECORD MI a.`. PLAN: DRAWN BY: JP REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING 2545 / B CHECKED BY: DESIGNER/ENGINEERREVIEW AND APPROVE OF RECORDD TO b it TUSS DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. A R �/ ', COMPANY 0.11"- V All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. tD—I- N Roseburg J3 UPPER 7-10-15 7:32am i Forest Products(omparg 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 O 19 0 0 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 Maximum Load Case Reactions Used for applying point loads(or line loads)to canying 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" L/519 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% • • SIMPSON All p oduct names are trademarks of their respective owners KAMI L HENDERSON Stro Tie EWP MANAGER® Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "`Passing is defined as when the member,floorjoist,beam or girder,shown on this drawing meets applicable design criteria 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 manufacturers specications. 503-858-9663 LTT 5- lot• MiTek MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 17529- JT SMITH- PLAN 2545- ELEV B ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc. under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1315025 thru K1315045 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. <c\,,ED P R OFFss c, NG1NEF % ' 89782PE v� 9,1fOREGON o� ' Ry 15,2 �Q PAUL RAJ 's.• 31/2016 July 21,2015 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. • • a 5 This design prepared from computer input by TP LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-6=(-17) 331 6-3=(0) 273 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-515) 107 6-4=(-17) 331 WEBS: 2x9 KDDF STAND 3-4=(-515) 107 LOADING 4-5=( 0) 63 TC LATERAL SUPPORT <= 12"OC. ION. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 POP Ground Snow (Pg) 0'- 0.0" -109/ 616V -98/ 98H 5.50" 0.99 KDDF ( 625) 11'- 11.5" -109/ 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 29 "oc spaci4lg. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, 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 = -0.090" @ 3'- 2.6" Allowed = 0.939" 5-11-12 5-11-12 MAX TC PANEL TL DEFL = 0.165" @ 3'- 5.1" Allowed = 0.652" 12 12 MAX BORIZ. LL DEFL = 0.003" @ 11'- 6.0" IIM-4x4 MAX HORIZ. TL DEFL = 0.005" @ 11'- 6.0" 8.00 17 Q 8.00 4.0" Design conforms to main indforce-resisting 3 system and components and cladding criteria. iiWind: 140 mph, h=21.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. r r o f -AD O f ►�� 6 204 ,O O 1 0 M-3x4 M-1.5x3 M-3x4 b b l 5-11-12 5-11-12 * 1-00 y 11-11-08 y 1-00 y ��ED PR() -x. ��\� `GNGIN�FR /�2 89782PE 9r JOB NAME : PLAN 2545 ELEV B - A2 Scale: 0.4572 --/ ......... WARNINGS: GENERAL NOTES, unless otherwise noted: V 40 1.Bolder and erection contractor should be advised of all General Notes 1.This design R based only upon the parameters shown and is for an individual "7 - OREGON *,Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper ✓ nVo 2.244 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. �L> ��R Y V 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,r '1 <j is the responsibility of the erector.Additional permanent bracing of 2'o.o.and a110'o.c.respectively unless bracedftC)anthroughout Meir length by V continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /'A U L R\ DATE: 7/21/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown*+ SEQ.: 5'l315 0 2 5 4.No load should be applied to any component until after al bracing end 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design bads be applied to any component. and are for utlryw btion"o(use. 5.CompuTms has no contra over and assumes no responsibility for the 6.Design aaa mea dl bearing at all suppo s shown.Shim or wedge H EXPIRES: 12/31/2016 nes fabrication.handling.shipment and Installation of components. nary. 7.Designsassumes caadequate drainage is rusisJUI 21,2015 0.Thn design is furnished subject to the limitations set forth by 8.Rates shall be located on both faces of truss,and placed so their center Y TPIANICA in SCSI,wples of which will he furnished upon request, lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MITek USA,Inc./CompoTrus Software 7.6.7-SP2(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITeK) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 11'— 11.5" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacilg. TC: 2x4 KDDF #15BTA LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=21.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All duration, Enclos1d, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall TON. REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. Refer or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 5-11-12 5-11-12 T T T 12 12 8.00 IIM-4x4 Q 8.50 1Il1 2 AI m c 1 fOF AO �I 0 1 0 M-3x4 M-3x4 3, y b b 1-00 11-11-08 1-00 us & .1".___., 89782PE JOB NAME : PLAN 2545 ELEV B - Al _____-------- o41110" Scale: 0.5072 / WARNINGS: GENERAL NOTES, unless othervnse 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 9,L O R E G O N Q` Truss: A 1 and Warnings before construction commences. building component.Applicability of design parameters and proper / Q, 2.2x4 compression web bracing must be installed where shown 4. incorporation of component is the responsibility of the building designer. �� (J^ r V A 3.Additional temporary bracing to Insure debility during construction E Design assumes the top and bottom chords to be laterally braced at /� ^t :J <j` N the responsibility of the erector.Additional permanent bracing a( 2'o.c.and 0110'o.c.respectively unless braced throughout their length by "1 �V DATE: 7/21/2015 the overall structure is the responsibility of the building designer. continuous ridging org such as brplacing e required he sheathing(TC)anon drywall(BC). p^ 3.2x Impact bridging or lateral bracing he where shown++ A SEQ. : K 1315 0 2 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no One should any loads greater than 5.Design assumes misses are to be used in a non-corrosive environment, TRANS I D: LINK design bads be applied to arty component. and are scondition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.DI neceSB asassuummees full bearing al all supports Shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling.shipment and installation of components. 7.Design assumes es ailed on drainage Is proWded. July 21,2015 6.This design Is furnished srCjectto the limitations se[forth by 8.Plates shall be totaled on both faces of truss,and placed so their center TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits indicate size of plate in inches. MiTek USA.Ino./CornpuTnls Software 7.6.7-SP2(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 22'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 01&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 63 2- 8=(-145) 1021 3- 6=(-296) 251 BC: 2x4 KIDS' it1&BTR SPACED 24.0" O.C. 2- 3=(-1273) 289 8- 9=( -78) 662 8- 4=(-146) 530 WEBS: 2x4 KDDF STAND 3- 4=(-1122) 349 9- 6=(-171) 964 4- 9=(-146) 531 LOADING 4- 5=(-1122) 349 9- 5=(-296) 251 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6-(-1273) 289 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 ERG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -166/ 104W -176/ 178H 5.50" 1.68 KDDF ( 625) LIVE LOAD AT LOCATION(S) 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. ICONS. 2: Design rherked for net(-5 nsf) uplift at 24 "or sgar_l},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 I f system and components and cladding criteria. 5-09-03 5-04-05 5-04-05 5-09-03 '1' '' 4' 4' 4' Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, • 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), • 8.00 M-4x6 Q 8.00 load duration factor=l.6, Truss designed for wind loads 4,0" in the plane of the truss only. M-1.5x3M-1.5x3 3 0Aiiii4L\ ahhhh..... 048 7711)1i ee m18 9 .6 o 0.25" M-3x4 M-3x4 0 M-5x6(S) y 7-06-10 y 7-01-12 y 7-06-10 l- �� D PRQF�Ss c� GINE 1-00 22-03 1-00 ��.. :,8:. FR Ojf/782PE vt- JOB NAME : PLAN 2545 ELEV B - B2 -� Scale: 0.2396 WARNINGS: GENERAL NOTES, °Mess otherwise noted: 40 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 V OREGON .. Truss: B2 and Warnings before consbudian commences. building component.Applicability of design parameters end proper 2, 4' 20 C 2.2x4 compression web bracing must be instated where shown+. incorporation of component is me responsibility of the building tlesigner. �� t" R Y 3.Additional temporary bracing to insure stability during construction 2.Design assumes the,lop and bottom chords to be throughout braced at �/. Is the responsibility of the erector.Additional permanent bracing of 2'o.c.an al 70'no.respectively unless braced r drr length by `�/ continuous sheathing such as plywood here)and/or drywall(BC). p^U 1 �.\ DATE: 7/21/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �'1 l- SEQ.: K 1315 0 2 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss is Ne responsibility of the respective contractor. fasteners are complete and al no lime should any loads greater than 5.Design a mes tenses are to be used In a non-corrosive environment, TRANS I D: LINK design bads be applied to any component. and are oruary conditionof use. S CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Seim or wedge t EXPIRES: 12/31/2016 necefabdceton,hang shi ponen en ars. n0, smjecan ie lim:t00nsf components. 7.Detassumes fsed oneoth face is truss, and 21,2015 0.The design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of buss, placetl so their center TPIM/1CA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MITek USA,Inc./Compri-rue Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) • This design prepared from computer input by UP LUMBER SPECIFICATIONS TRUSS SPAN 22'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 63 2- 8-1-96) 143 3- 8=1-364) 268 BC: 2x4 KDDF #1&HTR SPACED 24.0" O.C. 2- 3=1-198) 94 8- 9=1-37) 180 8- 4=1-560) 130 WEBS: 2x4 KDDF STAND 3- 4=( -65) 173 9-10=(-37) 180 4-10=(-155) 476 LOADING 4- 5=(-556) 225 10- 6=1-97) 505 10- 5=(-324) 257 TC LATERAL SUPPORT <= 12"0C. EON. 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 loon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -62/ 907V -179/ 179H 129.00" 0.65 RODE ( 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) considered for this design. 10'- 9.0•' 0/ 1O1V 0/ OH 129.00" 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 22'- 3.0" -123/ 723V 0/ OH 5.50•'" 1.16 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci},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 = -0.013" @ 16'- 6.8" Allowed = 0.552" 11-01-08 11-01-08 MAX LL DEFL = -0.002" @ 23'- 3.0" Allowed = 0.100•' fMAX TL CREEP DEFL = -0.003" @ 23'- 3.0" Allowed = 0.133" T 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 / 1 ,/ 1 I f' MAX HORIZ. LL DEFL = 0.009" @ 21'- 9.5" 12 12 MAX HORIZ. TL DEFL = 0.007" @ 21'- 9.5" M-9x6 8.00 [7 Q 8.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. M-3x1 M-3x5 Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, JL,� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, I/ Truss Truss designed for wind loads M-1.5x4 M-1.5X9 in the plane of the truss only. 14-3x5 1,4-3x5M-2.5x4 or equal at non-structural diagonal inlets. M-1.5x3 M-1.5X3 Truss designed for 9x2 outlookers. 2x4 let-ins of the same size and grade as structural top M-3x5 3,1111 10 � �.' Outlookersumustre rbetcutfit with ecareach eand arend of et-in. 4Illi / permissible at inlet board areas only. M-1.5x4 i o M-32 0 I ,I �,,lro 4. I 10 o M-4x6 M-3x5(5) M-4x6 M-3x9 o M-3x4 k 3' 3' 3' y 7-06-10 2-04-05 4-09-07 7-06-10 y ,c11, Fs12-03 10-00 O ...xEs �� NE -i,y y y R 21-00 22-03 1-00 17_...Q 89782PE JOB NAME : PLAN 2545 ELEV B - B1 i Scale: 0.2396 =/ / - WARNINGS: GENERAL NOTES, unless olheiwise noted: `^ 1.Builder and erection contractor should be advised of al General Notes 1.Tha design is based only upon the parameters shown and is for an individual y OREGON "-1 Truss: B1 and Warnings before construction commences. building component Applicability of design parameters and proper (1� p 2.2x4 compression web bracing must be installed where shown♦, incorporation of component is the responsibility f the building designer. 15' .-9:1/1/�� i '2 �� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be lalerafiy braced at �}\/ A. !' is the responsiblllty of me erector.Additional permanent bracing of Y o.c and at 10 o.c.respectively unless braced throughout their length by I ! `�/ DATE: 7/21/2015 continuous sheathing such as plywood aired here s anther drywall(BC). I /lA A�� the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown /" UL r` SEQ.: K 1315 0 2 8 4.NO bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment TRANS I D: LINK design loads be applied to any component. and are for dry conditionof use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If fabrication,handling,shipment and installation of components. 7.necessary. icen assumes EXPIRES: 12/31/2016 Platnllbeboaadeduate onbothfagece is pMiss, July 21,2015 s.This design Is furnished subject to me limitations set lonh by 8.Plates shall be located on both faces of Wss,anti placed so their center TPIIWICA in SCSI,copies of which will be fumished upon request lines coincide with joint center fines. 9.Digits indicate sire 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,ES19-1938(MiTek) 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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-4= BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-98) 77 (0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -28/ 361V -36/ 1160 3.50" 0.58 ROOF ( 625) 4'- 10.7" -89/ 195V 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 "oc spacing. I BOTTOM CHORD CHECKED FOR 10 PSF 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" 9-11-0$ MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.039" T f 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" 0 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, N Truss designed for wind loads of in the plane of the truss only. co 0 Pil o 111 P O I 2013.M O/4o ->' 1 M-3x4 y y y 1-00 5-11-15 'PROVIDE FULL BEARING;Jts:2,3,9 I A��ED PR OFFS . .,0ANG I N S-z- s%0 :9782PE -5?::„..JOB NAME : PLAN 2545 ELEV B - DJ4 Scale: 0.5692 ��----/ j WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Rudder 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 N Truss: DJ4 and warnings before construction commences. boiling component.Applicability of design parameters and proper 1.". 2.2z4 compression web bracing must be instated where shown+. incorporation of component is the responsibility of the building designer. /�� D €7.5'�� 3.Additional temporary bracing to insure stability during construction 2.Design assumes me top and bottom chords b be laterally braced at is the responsibility of the erector.Additional permanent bracing of T o.0.and al 70'ss raspectl plywoody unless braced throughout their length by \_ DATE: 7/21/2015 the overall structure is the responsibility of the building designer. continuous4Imsheathing or such lateral as acing required where sand/or tlrywall(BC). I P,1 l�U L !] V 3.In Impact bridginge or bracing shown t+ P ` SEQ.: K 1315 0 3 0 4.No bad should be applied to any component until after al bracing and 4.Installation of buss is Vie responsibility of the respective contractor. fasteners are complete and at no bee should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D• LINK design loads be applied to any component. and are for dry cora uon of use. 5.Compul-rus has no control over and assumes no responsibility for the 5.Design assumes full bearing at all supports shown.Shim or wedge if fabrication.handling, necessary. EXPIRES: 12/31/2016 ed shipmentutgand installation of components. 7.Design assumes adequate drainage Is provided. July 2 ,2015 9.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPWVICA In BCS',copies of which will be furnished upon request lines coincide with Joint center lines. 1 MiTek USP.,Inc./Com uTrus Software 7.6.7-SP2 L-E e.Dg/s indicate size of plate in inches. p ( ) 10.For basic connector plate design values see ESR-1311,ESR-1388(MiTek) 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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2-) 0) 70 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3-(-97) 44 TC LATERAL SUPPORT <= 12"0C. DON. LOADING BC LATERAL SUPPORT <= 12"0C. 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 psf) uplift at 24 "oc spacing. 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 = 0.016" @ -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" 1 12 MAX BC PANEL TL DEFL = -0.007" @ 0'- 10.9" Allowed - 0.065" 5.00 MAX HORIZ. LL DEFL = -0.000" @ 6'- 3.8" MAX BORIS. TL DEFL - -0.000" @ 6'- 3.8" 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, (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. uo O 0 M r /- 0 m111 i 2�� 4�1 1 M-3x9 3' 3' 3' y 1-07-03 2-00 4-04-09 (PROVIDE FULL BEARING;Jts:2,4,3 4, • <<-9,0 PRQFFss '\, ._ GINE -- /0 c., 89782PE 9r JOB NAME : PLAN 2545 ELEV B - DSJL2 Scale: 0.6676 / { \ �� WARNINGS: GENERAL NOTES, unless otherwise noted: / Truss: DS JL Z 1.Budder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 9 OREGON �� and Warnings before contraction commences. building component.Applicability of design parameters and proper rt 2.2x4 compression web bracing must be installed where shovm+, incorporation of component is the responsibility W the building designer. �� ^ r,y �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes Me lop and bottom chortle to be throughout braced al '1 "J W the responsibility of the erector.Additional permanent bracing of 2'et and a110'a.c./such a pty unless braced their length by J DATE: 7/21/2015 the overall structure is the responsibility continuous sheathing such as plywoodstmt sheathing(TC)and/or drywall(BC). p^Li L Q� p M of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ A'l ` " SEQ.: K 1315 0 31 4.No load should be applied to any component until after aN bracing and 4.Installation of truss is the responsibility of the respective contactor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID• LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrua has no control over and assumes no responsibility for the 6.Design assumes full beady at all supports shown.Shim or wedge H necessary. EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. July 21,2015 8.This design is furnished subject to the limitations set form by 8.Plates shall be located on both faces of truss,and placed so Meg center TPVWTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center fines. 9.Digits indicate ecce 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) • 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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-56) 20 2-9=(0) 0 1 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 ERG 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/ 6211 3.50" 0.66 KDDF ( 625) 1'- 9.2" -45/ 93V 0/ OH 5.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 2.2" -37/ 800 0/ OH 1.50" 0.13 KDDF ( 625) 12 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. 5.00 C7 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 = 0.002" @ 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: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Ifload duration factor=1.6, Truss designed for wind loads Alin the plane of the truss only. w 0 co o n , ti 0 I _ c 0 2/ 4X -/ 1 M-3x4 k y k b 1-07-03 2-00 1-02-03 (PROVIDE FULL BEARING;Jts:2,4,3 I cED P R OF ANG I N EF9 c$'jO 89782PE mac' JOB NAME : PLAN 2545 ELEV B - DSJL1 S_ Scale: 0.9213 WARNINGS: GENERAL NOTES, unless otherwise noted: Truss: D S JL 1 1.Builder and erection contractor should be advised of an General Notes I.This design is based only upon the parameters shown end is for an individual y O R EGO N and Warnings before construction commences, building component.Applicability of design parameters and proper 0 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 2 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al 7� �^Ll Y/ . �Q� s the responsibility of the erector.Additional permanent bracing or 2'continuous and M 19'o.c.respectively unless braced throughout their length by /_ 'l l l t1\s4 -` DATE: 7/21/2015 the overall structure is the responsibility of the bantling designer, sheathing such as plywood sheathing(TC)trove s and/or arywan(ec). �" PA U L ``v 3.2x Impact bridging or lateral bracing required where shown+e SEQ. : K 1315 0 3 2 4.No load should be applied to any component until after an bracing and 4.Installation of truss B the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a ran-corrosive environment. TRANS I D: LINK design loads be applied to any component. am gra for conditionof use. 5.CumpuTrus has no control over and assumes no responsibility for the 6.Design assumes Lull bearing al all supports shown.Shim or wedge if nemeses". fabrication,handling, EXPIRES: 12/31/2016 shipment end installation of components. 7,Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forthby 8.Plates shall he bau Nutted on both faces oftr s,and placed Sc their center July 21,2015 TPbW1CA in SCSI,copies of which will be furnished upon request. litres coincide with)ant center Ines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2 1 L-E ( ) 1O.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) • • • 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 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-9=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-72) 63 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. 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/ 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 (Pg) 5'- 11.9" 0/ 58V 0/ OH 5.50" 0.09 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacibg. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR IOPSF 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" 3-08-09 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.091" ,r MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.122" 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 8.00V MAX HORIZ. LL DEFL = -0.000" @ 3'- 7.8" MAX BORIZ. 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 factor=l.6 Cat.2, Exp.B, MWFRS(Dir), load duration Truss designed for wind loads in the plane of the truss only. in O O N I O ,_ 1111../4 1 M-3x4 y 1 y 1-00 5-11-15 'PROVIDE FULL BEARING;Jts:2,3,4 ‹.0 GINE.' .9 s�o � 89782PE yr JOB NAME : PLAN 2545 ELEV B - DJ3 ,i -'4°1Scale: 0.6401 - WARNINGS: GENERAL NOTES, unless omewdse noted: Truss: DJ3 1.Builder and erection contractor should be advised of all General Notes 1.This design is based ody upon the parameters shown and is for an individual -74/0 OREGON .' and Wemings before construction commences. building component.Applicability of design parameters and proper O 2.2x4 compression web bracing must be installed where shown*. incorporation of component is the responsibility of me building designer. 3.Additional temporary bracing to insure stability during construction 2.2'o s,assumes the lop and bottom chords to be laterally braced al 9,9 q R Y 15'� �� • 's the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by \_1 DATE: 7/21/2015 me overall structure is the responsibilfty of the buildingdes 2e Impact ct sheathing or sten l b acing re aired In ie s nen arywan(Bc). PAUL ^U n V Bner. 3.2x Impact bridging or lateral bracing required where shown+• r'1 "- DATE: SEQ. : K 1315 0 3 3 4,No load should be applied to any component until after all bracing and 4.Installation of truss's the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. TRANS ID: LINK design mads be applied to any component. am are for"dry condition"of use. 5the 6.Design assumes lull bearing at all supporta shown.Shim or wedge if .CompuTrus has no control over and assumes no responsibility for: fabrication,handling,shipment and installation of Components. necessary. EXPIRES: 12/3112016 6.This design is furnished subject 10 the limitations set forth by T.Design assumes adequate drainage is provided. " 6.triosPlates shall be located on nog,faced of truss,and placed so their center Jul! 21,2015 TP WJICA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center Ines. MiTek USA,Inc./CompuTrus Software 7.8.7-SP2 1 L-E 9.Digits indicate size of plate in inches. ( ) 1O.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) 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 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=) 0) 70 2- 7=(-345) 536 3- 7-) -388) 351 BC: 2x9 KDDF #1&BTR 2- 3=(-637) 171 7- 8=( -49) 133 7- 9-) 0) 973 WEBS: 2x9 KDDF STAND LOADING 3- 9=(-269) 11 9- 8-(-1136) 3 LL = 25 PSF Ground Snow (Pg) 9- 5=( 0) 0 8- 6=) -274) 198 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 19.0)- 69.0 PLF 01- 0.0" TO 9'- 7.2" V 9- 6=( -72) 87 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)- 128.0 PLF 9'- 7.2" TO 10'- 0.0" V BC UNIF LL( 0.0)+DL( 40.0)= 90.0 PLF 0'- 0.0" TO 10'- 0.0" V BEARING MAX VERT MAX HORZ ERG REQUIRED BAG AREA NOTE: 2x9 BRACING AT 29"00 SON. FOR TC CONC LL( 900.0)+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/ 739V -95/ 141H 3.50" 1.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 0.0" -251/ 1041V 0/ OH. 5.50" 1.67 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 19.2" 0.0" [COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spaci4tg. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.016" @ -1'- 7.2" Allowed = 0.160" 0-03-14 MAX IL CREEP DEFL - -0.018" @ -1'- 7.2" Allowed = 0.213" MAX LL DEFL = 0.012" @ 4'- 10.2" Allowed = 0.963" 9-06-13 0-05-03 MAX TL CREEP DEFL = -0.025" @ 4'- 10.2" Allowed = 0.617" 1' T T 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" Design conforms to main windforce-resisting 9-06-04 system and components and cladding criteria. 1' ';1,511.90# Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 12 M-7x8 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, 5.00 17 M-145x3 5 End vertical(s) are exposed to wind, 1011°41 Truss designed for wind loads �� in the plane of the truss only. 0 P1 M-1.5x3 IIII 3 0 Nd I 0 0 i r I ►�8 ,' 2 1 o M-3x4 M-3x4 M-3x5 b b b 8-11-07 1-00-09 l 1-07-03 y 10-00 y �S<C�NG NEF ,...).<1`S/ , Q4. 49 89782PE <' JOB NAME : PLAN 2545 ELEV B - DH1 4, / Scale: 0.9089 :/ / WARNINGS: GENERAL NOTES, uMess othennse noted: V I.Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown and is for an individual 1' OREGON ^f" Truss: DH 1 end Warnings before construction commences. building component.Applicability design parameters proper O Q"• Applint is t of spo feta and .t 2.2a4 compression web bracing must be instated where shown i. incorporation of component is the responsibility of the building designer. 'Ix?, �"R Y 1 b 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced al !. Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 70'o.c.respectively as pis unless braced throughout their length by DATE: 7/21/2015 the overall structure Is the responsibility of the buildingdesigner. continuousxImpatridging or l such l b adng re aired hone)and/or drywall(BC). p^UL a� pane dy ing3.2z Impact bridging or lateral bracing required where shown r /`1 s - SEQ. : K1315 0 3 4 4.No load should be applied to any component until after ell bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design a nos trusses are to be used in a non-corrosive environment. TRANS I D- LINK design loads be applied to any component. and are foruary eandition•of use. 5.CanpuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing atall supports shown.Shim or wedge if EXPIRES: 12/31/2016 fabrication, ^° g,shipment and installation of components. 7.Designn assumes adequate drainage is provided. July 21,2015 6.This designIs furnished srCject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPliWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center fres. 9.Digits indicate size of plate in inches. MiTek USA,InciCompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 70 2-5=(-214) 508 5-3=( 0) 231 BC: 2x9 KDDF #1613TR SPACED 24.0" O.C. 2-3=(-609) 113 5-6=(-217) 503 3-6=(-566) 185 WEBS: 2x9 KDDF STAND 3-4=(-107) 104 6-9=(-139) 115 LOADING TC LATERAL SUPPORT G= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT G= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 19.2" 0.0" 0'- 0.0" -96/ 624V -51/ 154H 3.50" 1.00 KDDF ( 625) LL = 25 PIP Ground Snow (Pg) 10'- 0.0" -50/ 420V 0/ OH 5.50" 0.67 KDDF ( 625) =', For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.016" @ -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 4-08-09 ,r MAX HORIZ. LL DEFL = -0.004" @ 9'- 8.5" MAX HORIZ. TL DEFL = 0.006" @ 9'- 8.5" 12 5.00 • M-1.5x3 4 -1 Design conforms to mai n windforce-resisting ,, system and components cladding criteria. A Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-3x4 in the plane of the truss only. 3 r 1 111. ka0 w r I imimmimmommimmummimmimmommmio � Jl I 2�� 5 6 O1 M-3x4 M-1.5x3 M-3x4 l J' b 5-01-11 4-10-05 y 1-07-03 y 10-00 y E� PROFFSF�NGINEs %c&5AF6 Q 89782PE -57 r" JOB NAME : PLAN 2545 ELEV B - D1 / ;i _.400 Scale: 0.4531 WARNINGS: GENERAL NOTES, unless otherwise noted: 0) 1.Budder and erection contractor should be advised of el General Notes 1.This design is based only upon the parameters shown and is for an individual -CJ OREGON Qe. Truss: D1 and warnrgs before consinrdion commences. building component.Applicability or design parameters and 2.2x4 compression web bracing properNr pr ng must be installed where shown+, incorporation of component is the responsibility of the building tlesigner. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at '9,9 �4 R y 15,2 !(Q' is the responsibility of the erector.Additional permanent Mating of 2'or.and at 70'o.c.respectively unless braced throughout their length by `` DATE: 7/21/2015 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood required sheathing(TC)andror drywall(BC. v g 3.2x Impact bridging or lateral bracing where mown t e ) Aq U L �\ SEQ.: K 1315 0 3 5 4.No load shodd be applied to any component until after aN bradng and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for dry acrd tion of use. s.Compoltos has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. EXPIRES: 12/31/2016 7.Plates besadedoneothfageio truss. July 21,2015 6.This design is 051,coo subject to the limitations set forth by 8.Plates shall be located on both faces of buss,and placed so their center TP9WICA in SCSI,copies of whim wtl be famished upon request. Ones coincide seen joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./Compalrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • • This design prepared from computer input by • JP LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-9=(0) 0 • BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-99) 51 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -39/ 286V -19/ 708 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" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci}ig. VERTICAL DEFLECTION LIMITS: LL=L/290, 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 = -0.004" @ 1'- 4.2" Allowed = 0.159" 2-05-09 MAX TC PANEL TL DEFL = -0.009" @ 1'- 3.1" Allowed = 0.232" .r MAX BC PANEL LL DEFL = 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" @ 2'- 9.8" 8.00 MAX HORIZ. TL DEFL = 0.000" @ 2'- 4.8" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 3 , (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only.7F' m o 0 0 0 N r 0 1 M-3x9 1 J• y 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 5-11-15 <��ED P R 0,c-6-,,,s,��5 0AGIN�F'S' /O cc 89782PE -789782PE JOB NAME : PLAN 2545 ELEV B - DJ2 _____..„-,_-- ---...00.- Scale: 0.6776 41111 WARNINGS: GENERAL NOTES, unless otherwise noted: 40 .Truss: DJ2 and Warnings before conshudion commences. building component.Applicability of des 1.Builder and erection contractor should be advised of al General Notes I.This design o based only upon the parameters shown and is for an individual "7 OREGON ydesign parameters and proper 'SrQ 2.2e4 compression web bracing must be metaled where shown iii. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during consiruclion 2.Design assumes Na lap end bottom chords to be leterelty braced al 9,4 --TRY 5,2 is Me responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathingor such sb acing plywood aired here swander•tlrywall(BC). PA ,S Q� DATE: 7/21/2015 the overall structure Is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown++ A ` - SEQ. : K 1315 0 3 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D- LINK design loads be applied to any component and are for"dry conditionof use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if e 1 EXPIRES: 12/31/2016 fabrication,handling,shipment and Inetalaaon of components. 7.Designsignassumes sumes adequate drainage is provided. July 2 I,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and planed so their center TPUWTCA in BCS(,copies of which will be furnished upon request lines coincide with joint center foes. 9.Digits indicate size of plate in inches. MITek USA,Ino./CompuTruo Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • • This design prepared from computer input by • Jr, LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.9" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-9=0) 0 BC: 2x4 ROOF #1&BTR SPACED 29.0" O.C. 2-3=(-33) 61 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -74/ 256V -10/ 4713 3.50" 0.41 KDDF ( 625) 1'- 1.8" -78/ 117V 0/ OH 1.50" 0.19 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.9" 0/ 99V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DOE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci{ig. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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" 1-02-09 MAX TC PANEL LL DEFL = 0.001" @ 0'- 7.8" Allowed = 0.054" T f 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 8.00 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,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.0, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 3 in the plane of the truss only. N o i a 0 /I 0 2/moi 2><:-...4M-3x9 ) ) y 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 5-11-15 PROp C��NG EF'9 s/U ./ 2 :9782PE 9<' JOB NAME : PLAN 2545 ELEV B - DJ1 �� Scale: 0.7401 WARNINGS: GENERAL NOTES, unless otherwise noted: iff 1.Budder and erection contractor should be advised of al General Notes 1.This design is based only upon Me parameters shown and is for an individual lee"-7;1/e_, OREGON �" Truss: DJ1 and Wamings before censtmction commences. building component.Applicability of design parameters and 2. e4 con web baa incorporation of component is the res proper pression ng must be installed where shown w myon ponsibilily of the building designer. �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes Me top and bottom ass b to be laterally braced at -9,4 ,q R Y ,2 Is the responsibility of the erector.Additional permanent bracing of T a.c.and at 10'o.c.respectively unless braced throughout their length by `, DATE: 7/21/2015 the overall structure Is the responsibility of the building designer, continuous sheathing such as Plywood sheathing(TC)where and/or drywall(BC). �\v 3.le Impact bridging e or lateral bracing required where shown++ /'A U L SEQ.: K 1315 0 3 7 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes busses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTnre has no control over and assumes no responsibility for the 6.Design assumes full beefing at all supports shown.Shim or wedge d EXPIRES: 12/31/2016 fabrication.handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. Y 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center Jul21,2015 TRANTCA in BCS(,copies of which will be famished upon request. lines coincide with joint center foes. 9.Digits indicate sae of pate in inches. MiTek USA,Inc./CompuTrus Software 7.8.7-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF 91&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 70 2-4=(0) 0 BC: 2x4 KDDF ODBBTR SPACED 24.0" O.C. 2-3-(-64) 15 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)011) 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: 19.2" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -118/ 456V 0/ 47H 5.50" 0.73 KDDF ( 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 pREQUIREMENTS 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 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = 0.016" @ -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" 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads Al 7 in the plane of the truss only. N 0 r f 0 i - - 0 1 M-3x4 > 1 1 1-07-03 2-00 (PROVIDE FULL BEARING;Jts:2,9,3 <(�E) PR Ores ��5 ONGINEF79 `-'/ , Q 9782PE yr JOB NAME : PLAN 2545 ELEV B - FJ1 Scale: 0.9995 ��-�-� �C� WARNINGS: GENERAL NOTES, unless ourenvise noted: t .Builder and erection contractor should be advised of al General Notes 1.This design is basad only upon Are parameters shown and is for an individual C./ OREGON '`� .Truss: FJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper Q 2.2z4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 9 3.Additional temporary bracing 10 insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at "9R °,41/z?Y 15 r� is the responsibility of the erector.Additional permanent bracing of 2'o.c.antl at 70'o.c.respectivelyunless braced throughout their length by J continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). PAUL yr �r\ DATE: 7/21/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /{ SEQ. : K 1315 0 3 9 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor, fasteners are complete and at no time should any toads greater than 5.Design a mes trusses are to be used in a non-conoslve environment, TRANS I D' LINK design loads be applied to any component and are foruary condition"of use. 5.compurrus has no control over and assumes no responsibility for the 8.Design assumes full bearing a1 all supports shown.Shim or wedge if EXPIRES: 12/31/2016 ne.fabrication,handling, seary. shipment and installation of components. 7.Design assumes adequate drainage is provided. UIy 2 q 1,2015 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on bolh faces of truss,and placed so their center TPIIWICA In SCSI,copies of which will be furnished upon request lines coincide with joint center Ares. 9.Digits Indicate sae of plate in inches. MiTek USA,Inc./Compares Software 7.6.7-SP2(1 L)-E no.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • • This design prepared from computer input by UP LUMBER SPECIFICATIONS TRUSS SPAN 5'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 1-2-( 0) 93 2-9=(-46) 62 3-9=(-163) 140 WEBS: 2x9 KDDF STAND 2-3=(-90) 79 LOADING TC 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 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 92.0 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 EDDY ( 625) ** For tan er s acs. - See a LL - 25 PSF Ground Snow (Pg) 9 P PProved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL iCOND. 2: Design checked for net(-5 sof) uplift at 24 "oc spacibg. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR lOPSF 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 - 0.069" @ 3'- 0.7" Allowed - 0.329" MAX TC PANEL TL DEFL = -0.068" @ 2'- 10.6" Allowed = 0.493" 5-06 ,' MAX HORIZ. LL DEFL = 0.000" @ 5'- 9.3" 12 MAX HORIZ. TL DEFL = 0.000" @ 5'- 4.3" 5.00 D Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 -/ load duration factor=l.6, End vertical(s) are exposed to wind, ppTruss designed for wind loads m in the plane of the truss only. sn 0 t` N vI O 0 2=� 4 M-3x4 M-1.5x3 ). b y 1-00 5-06 7GNE \ II 1 89782PE vc-- JOB NAME : PLAN 2545 ELEV B - G2 • • /� Scale: 0.6416 V . �// MI WARNINGS: GENERAL NOTES, unless otherwise noted: '^ 1.Builder and erection contractor shoed be adveed of all General Notes 1.This design is based only upon the parameters shown and is for an individual 9 OREGON 'f Truss: G2 and Warnings before construction commences. building component Applicability of design parameters and proper 1. O 2.2n4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of to building designer. • 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally o braced at '7,,9 �''i RN,/ 15,2 l<,Q� Is the responsibility of the erector.Additional permanent bradng of 2'o.c.antl at 10'o.c.rsuch a plywood unless brecetl throughout their length by DATE: 7/21/2015 the overall structure is the responsibility of the building designer. continuous ridging or bs acinge aired inures ownortlrywall(BC). /1 4 ,....,‘,.1 9 3.rax Impact bridging or lateral bradng required where shown++ P `` SEQ. : K 1315 0 4 0 4.No bad should be applied to any component until after all bracing and 4.Installation of truss 16 the responsibility of the respective contractor. fasteners are complete and at no One should any bads greater than 5.Design assumes busses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component, and are for"dry condition"of use. 5.CwepuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling, ne�6sa" EXPIRES: 12/31/2016 shipment and installation of components. 7.Design assumes adequate drainage is provided. July 21,201 5 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPWVTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center Ones. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 5'— 6.0" ICONS. 2: Design checked for net(-5 psf) uplift at 29 "oc s aci TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 pg' BC: 2x9 KDDF #1&BTR SPACED 29.0" O-C. Design conforms to main d claddingresisting system and components and cladding criteria. 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 Wind: 190 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp-B, EWERS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall 504. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M-1x2 or equal typical at stud verticals. 12 Refer to CompuTrus gable end detail for 5.00 1:2""BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications, AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY- 3 0 r 0 N 0. 2 H f O O /— 1 _" 'i — N1-3x4 9 y y y 1-00 5-06 z�-`��° P R Dress ��5 SNC,I N F�� ie L' 89782PE v� JOB NAME : PLAN 2545 ELEV B — G1 • /�s Scale: 0.7916 • ' WARNINGS: GENERAL NOTES, unless otherwise noted: 4.0 Truss: G 1 1.Bulder and erection contractor should be advised 00 011 General Notes 1.This design is based only upon the parameters shown and is for an individual --9.// /O R E G O N �*.J and Warnings before construction commences. building component.Applicability of design parameters and proper �. 2.2zd compreasien web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced al '9,9 'I R Y 15'� 5 N the responsibility of the erector.Additional 2'o.c.and at 10'o.c rsoot,a plywood unless braced throughout their "- DATE: ty permanent bracing of continuous sheathingorsuch as odsheathing(TC)winedeolfor o ra /1AUL V DATE: 7/21/2015 the overall structure is the responsibility of the building designer. 3.2z Impact bridging bracing rywall(BC). /"' pa lateral required where shown SEQ.: K 1315 0 41 4.No load should De applied to any component until after all bracing and 4.Installation of truss N the responsibility of the respective contractor, fasteners are complete and al no time should any loads greater than 5.Design assumes tosses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for'thy condnion of use. 5.CnmpaTrus has no mares,over and assumes no r¢apenaib,fy for the 8.Design assumes fullbearing at all supporta shown.Shim or wedge if EXPIRES: 12/31/2016 fabrication.handling,shipment and installation of components. ry 7.Platessn assumes atledon drainageIstruss,an July 21,2015 6.TP6 design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPNATCA In BCSI,copies of which will be furnished upon request, lines coiredde with joint center Ines, 9.Digits indicate sire of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E no.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by JP COMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 63 2-10=(-259) 1768 3-10=(-235) 191 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND2- 3=(-2080) 436 10-11-(-172) 1480 10- 9=( -43) 464 3- 4=(-1873) 460 11-12=(-172) 1361 9-11=(-618) 266 LOADING 4- 5=(-1341) 440 12- 8=(-273) 1609 11- 5=(-316) 1111 TC LATERAL SUPPORT <= 12"00. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6-(-1341) 440 11- 6=(-618) 266 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7-(-1873) 460 6-12=( -43) 464 TOTAL LOAD = 42.0 PSF 7- 6=(-2060) 436 12- 7=(-235) 191 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 63 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION($) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -260/ 1542V -286/ 286H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -260/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL = -0.080" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.162" @ 17'- 0.0" Allowed - 2.206" MAX LL DEFL - -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.040" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.065" @ 33'- 6.5" 17-00 17-00 Design conforms to main windforce-resisting f T system and components and cladding criteria. 5-11-04 5-06-06 5-06-06 5-06-06 5-06-06 5-11-04 f f ,r Wind: 140 mph, h=24.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 8.05 M-4x6 12 load duration factor=l.6, ':18.0c, Truss designed for wind loads 4.0" in the plane of the truss only. 5 .f,( M-5x6(S)" M-Sx6(S) 7 0.25 0.25" 4 6 4co M-1.5x31/A' A .M_l.5 3 r 0r /AAlk6 o d' 1 = i • • • This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 39'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 63 2-10=(-171) 1223 3-10=( -260) 197 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND2- 3=(-1403) 293 10-11=(-119) 903 10- 4-) -97) 506 3- 9=(-1196) 316 11-12=( -55) 226 4-11=( -644) 268 LOADING 4- 5=( -637) 293 12-13=) -55) 226 11- 5=( -158) 396 TC LATERAL SUPPORT <= 12"OC. ION. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -632) 298 13- 8=(-121) 113 11- 6=( -4) 998 BC LATERAL SUPPORT <= 12"OC. ION. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -83) 342 6-13=(-1198) 311 TOTAL LOAD 92.0 PSF 7- 8=( -171) 173 13- 7=( -343) 221 OVERHANGS: 12.0" 12.0" 8- 9=( 63 M-1.5x9 or equal at non-structural LL = 25 PSF Ground Snow (Pg) vertical members (uon). BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Unbalanced live loads have been LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. Q LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) considered for this design. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -198/ 1194V -288/ 288H 5.50" 1.83 KDDF ( 625) 21'- 9.5" 0/ 152V 0/ OH 196.50" 0.29 KDDF ( 625) 25'- 3.6" -308/ 1507V 0/ OH 146.50" 2.41 KDDF ( 625) 34'- 0.0" -51/ 368V 0/ OH 146.50" 0.59 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.040" @ 8'- 8.9" Allowed = 1.067" MAX TL CREEP DEFL = -0.073" @ 8'- 8.9" Allowed = 1.922" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 17-00 17-00 5-11-04 5-06-06 5-06-06 5-06-06 5-06-06 6-11-04 f MAX HORIZ. LL DEFL = 0.017" @ 25'- 3.6" MAX HORIZ. TL DEFL = 0.025" @ 25'- 3.6" f f ,r ,r 12 12 Design conforms to main windforce-resisting 8.00 IIM-9x4 system and components and cladding criteria. Q 8.00 4.0" Wind: 140 mph, h=24.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1,4-3m5 .('M-3x5 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x5 fNi - load duration factor=1.6, M-1.5x4 Truss designed for wind loads M-5x6(S) M-1.5x9 M-3[.x5 X5 in the plane of the truss only. MSxb(S) M-2.5x4 or equal at non-structural diagonal inlets. 0.25" 0 25" Truss designed for 4x2 outlookers. 2x9 let-ins 'ell �, of the same size and grade as structural top ''PO chord. Insure tight fit at each end of let-in. Outlookers must be cut with care and are M-1.5x9 permissible at inlet board areas only. M-3x5 M-1.5x3 III M-1.5x3 3 • Liiiiilli\orN.'''' 3x5'I M-1.5x9 :%%%c ..- - ._�_.- 8111 3x50 1 , de -,r, l0 11p Io M-3x4 M-3x4 0.25" 12 M-9x6 1 M-5x12(S) M-3x4 o �p PROF y y ) y l y y 4;°\!..\3 "'-'9 NEFS`S'i0 ) y 8-08-07 8-03-09 5-04-07 2-11-02 8-08-07 1-00 34-00 1-00 2 89782PE vc JOB NAME : PLAN 2545 ELEV B - H1 /� ,40 Scale: 0.1729 '-/ WARNINGS: GENERAL NOTES, unless otherwise noted: /� Truss: H 1 1.Buider and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual T./ OREGON N l and warnings before construction commences. building component Applicability of design parameters and proper 2.2z4 compression web bracing must be installed where shown F. incerporetion of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced et "9,4 . R Y 1`�•2 CPQ' is the responsibility of the erector.Additional permanent bracing of o.c.and at 10'o.c respectively a ply unless braced throughout their length by \_ DATE: 7/21/2015 the overall structure Is the responsibility of the building designer. continuousmactWaging such as plywood 0504 rete shown s drywall(BC). ^� �] V 3.2z Impact bndging or lateral bracing required where ++ P UL r` SEQ. : K 1315 0 4 3 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor, fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. am are for"dry conditionof use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Deelg assumes full bearing et all supports shown.Shim or wedge H + / fabrication,handling,shipment and installation of components. ry' EXP 1 RES: 12/3112016 6.This design is furnished subject to the limitations set forth by T.PlDates hallassb el adequate drainage fac a Io truss,andd. 21,2015 a.Plates shall be located on both faces of hu%,ane placed so their center TPgwTCA in SCSI,copies of which will be furnished upon request lines coincide Mt joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2 1 L-E ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 34'— 0.0" 'COND. 2: Design Checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=24.9ft, 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, loads considered for this design. LL = 25 PSF Ground Snow (Pg) inuthedplane neoffthewtruss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 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 CONNECTION 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. 17-00 17-00 12 1 IM-x9 12 /- 8.00 F7 3 'MAO 0 M-3x5(S)01111M-3x5(5) 0 co 0 ti o 000 ��II 111 111 o f d' r� NN o M 3x'Scs> .=, ��°p PRp�cFs y M-3x4 M-3x9 C:3:1') 3' <o NGINEF/ `�i02 1-0o s9_oo i_oo ft 89782PE 9r JOB NAME : PLAN 2545 ELEV B — H4 `/ Scale: 0.1887 / WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON o� Truss: H 4 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 and Warrvngs before construction commences. building component.Applicability of design parameters and proper "9,4 Coq R Y 15,`Z �QQ- 2.204 compression web bracing mull be installed where shown o. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chortle to be laterally brand at /� �\ is the responsibility of the erector.Additional permanent bradng of 2'o.c.and at ill'o.c.respectively unless brecetl ihroug nd/their length by /`��1 1 1 DATE: 7/21/2015 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood ng(TC)and/or drywall(BC), lJ L a.2x Impact bridging or lateral bradng required where shown a t SEQ.: Ni315 0 4 4 4.No load should be applied to any component until after all bradng and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication.handling.shipment and installation of components. necessary. July Z 1,2015 6.This design is furnished subject to the limitations set forth by 7.Design assumes adequate drainage Is provided. e.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek LISA,Inc./CompuTrus Software 7.8.7-SP2(1L)-E 9.Digits indicate sRe of plate in inches. 1d.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • • This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IHC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&8TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 63 2-10=(-252) 1720 3-10=( -235) 192 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-2053) 427 10-11=(-178) 1403 10- 4=( -60) 508 WEBS: 2x4 KDDF STAND 3- 4=(-1916) 476 11-12=(-145) 1144 4-11=( -613) 273 LOADING 4- 5=(-1418) 473 12-13=(-282) 2072 11- 5=( -198) 326 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1809) 515 13- 8=(-586) 3073 5-12=( -232) 1191 BC LATERAL SUPPORT <= 12"OC. SON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3337) 621 TOTAL LOAD = 42.0 PSF 12- 6=(-1436) 391 OVERHANGS: 12.0" 12.0" 7- 8=(-3666) 745 6-13=( -256) 1937 8- 9=( 0) 63 13- 7=( -249) 236 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.1N. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -260/ 1542V -286/ 286H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -260/ 1542V 0/ OH 5.50" 2.47 EDIT ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL = -0.202" @ 24'- 6.5" Allowed = 1.654" MAX TL CREEP DEFL = -0.400" @ 24'- 6.5" Allowed = 2.206" 17-00 17-00 MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" 7-00-03 ,� MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 9-11-13 8-03-14 8-08-02 1 MAX HORIZ. LL DEFL = 0.138" @ 33'- 6.5" 5-11-04 5-06-06 5-06-06 5-06-06 5-06-06 5-11-03 MAX HORIZ. TL DEFL = 0.227" @ 33'- 6.5" T 12 T f f f f f Design conforms to main windforce-resisting M-4x6 12 system and components and cladding criteria. 8.00 Q 8.00 4 On Wind: 140 mph, h=24.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5 .0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 'r`\ Truss designed for wind loads • in the plane of the truss only. M-3x94.1.44\444M-5x6 4 M-3x5(5) M-3x5(S) v4 4.1k,-1.5x3M-1.5x3 ee�13<. M-7x8roM-4x4M-3x8 0f. Oto ii °a �. 1 11 M-3x5 M-3x4 M-5x6 1 o0 4 4.00 4.00 12 12 y y y y y y ��Ep P R OFFS 7-11-11 7-06-13 y 4-06 4-06 / 9-05-08 yys 1-00 15-06-08 9-00 9-05-08 1-00 �. `c-\GINEF'9 /p 34-00 y Q� 2 89782PE -7_.. r JOB NAME : PLAN 2545 ELEV B - H3 _ Scale: 0.1601 / - �� ,..0001' -,..,,,,.. • WARNINGS: GENERAL NOTES, unless otherwise noted: Truss: H 3 Bustler and erection contractor should be advised of all General Notes This design u based omy upon the parameters shown and is or an individual V 40 OREGON and Warnings before construction commences. building component.Applicability of design parameters and proper Q 2.2x4 compression web bracing must be installed where shown.. incorporetlon of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be lalegho braced et y q. r�Y 15,`z a N the responsibility of the erector.Additional permanent bracing of 2'o.c.and at f 0'o.<.respectively unless braced throughout their length by �. �] - DATE: 7/21/2015 the overall structure Is the responsibility of the building designee continuous sheathing such as plywood sheathing(TC)ark/or drywall(BC). ' v4 U L ``\ 3.2z Impact bridging or lateral bracing required where shown SEQ. : Ki315 0 4 5 I.No load should be applied to arty component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to he used in a non-corrosive environment, TRANS I D: LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6 nDecessa assumes full bearing at all supports shown.Shim or wedge if fabrication,handling.shipment and installation of components. " EXPIRES: 12/31/2016 6.This design N famished subject to the limitations set forth By 7.Design assumes adequate drainage is provided. 8.Plates shell be locatedon t (aces of truss.and placed so their center July 21,2015 TPINJTCA in BCSI,copies of which will be famished upon request lines coincide with joint center Ines. MiTek USA,IncJCompuTms Software 7.6.7-SP2(1 L)-E 9.Digits Indicate size of pate in inches. 18.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Safety 1 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 offsets are indicated. I I (Drawings not to scale) r�� Dimensions are in ft-in-sixteenths. Damage or Personal Injury l� Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. n CI-2 C2-3 0-1/16 2. Truss bracing must be designed by an engineer.For 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I _ g p bracing should be considered. O illint OMAN* 3. Never exceed the design loading shown and never 41 stack materials on inadequately braced trusses. For 4 x 2 orientation,locate C7-8 6-7 C-6 O4. Provide copies of this truss design to the building derection su plates 0-'/G' from outside BOTTOM CHORDS ~ alllottherrinterested partiessor,property owner and edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 6. Place plates on each face of truss at each required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locat o andoint are bregulaed l ed by ANSI/TPI Knots and 1 e at joint connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from "Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 4 x 4 width measured perpendicular ESR-131 1, ESR-1352, ESR 1988 10.Camber is a non-structural consideration and is the to slots.Second dimension is responsibility of truss fabricator.General practice is to ER-3907, ESR-2362, ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions LATERAL BRACING LOCATION indicated are minimum plating requirements. 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 �// Indicated by symbol shown and/or SYP represents values as published specified. by text in the bracing section of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing if indicated. with effective date of June 1,2013 spacing indicated on design. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but 16.Do not cut or alter truss member or plate without prior =, reaction section indicates joint ©2012 MiTek�All Rights Reserved approval of an engineer. number where bearings occur. 17.Install and load vertically unless indicated otherwise. IK...--.11Min size shown is for crushing only. MIN MIN —� ft 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, T i e R 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, Installing&Bracing of Metal Plate ANSI/TPI 1 Quality Criteria. Connected Wood Trusses. Mitek Engineering Reference Sheet:MII-7473 rev.01/29/2013 .