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Plans (166) 7 71(0 rw /fth C.( Or J2 UPPER %S 72.01 S-_ U L 7-10-15 0 Roseburg 1 7:34am I umst Pnxlun t.(.uinpum 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 Other Loads Typc Other Dead (Description) Side Begin End Start End Start End Category Point(PLF) Top 0' 0.00" 350 0 Wind Point(PLF) Top 0' 0.00" 50 34 Roof Point(PLF) Top 0' 0.00" 0 100 Live / 300 2000 2300 Bearings and Reactions Input Min Gravity Gravity Wind Wind Location Type Material Length Required Reaction Uplift Reaction Uplift 1 3' 0.000" Wall DFL Plate(625psi) 5.500" 3.500" 832# — 1048# — 2 23' 0.000" Wall DFL Plate(625psi) 5.500" 1.750" 487# — 389# — Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Roof Wind Dead 1. 521#(521p1f) 58#(58p1f) 404#(404p1f) 311#(311p1f) 2 392#(392p1f) -7#(-7p1f) -53#(-53p1f) 94#(94plf) Design spans 3' 0.000"(left cant) 19' 7.375" Product: 11 7/8" RFPI-400 12.0" O.C. PASSES DESIGN CHECKS 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 2273.# 4315.# 52% 12.81' Even Spans D+L Negative Moment 1506.# 6904.# 21% 3' Total Load D+W Shear 542.# 1480.# 36% 3' Total Load D+L - Cant.Shear,Lt 560.# 2368.# 23% 2.99' Total Load D+0.75(L+Lr+W) End Reaction 487.# 1480.# 32% 23' Even Spans D+L Int.Reaction 832.# 2350.# 35% 3' Total Load D+L TL Deflection 0.4321" 0.9807" U544 12.81' Even Spans D+L LL Deflection 0.3732" 0.4904" U630 12.81' Even Spans L TL Defl.,Lt. -0.1727" 2U416 0' Even Spans D+L LL Defl.,Lt. -0.1680" 2U428 0' Even Spans L Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% Left cantilever allowable shear is for joist only SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON EWP MANAGER Strong-Tie Copyright(C)2015 by Simpson Strong-Tie Company Inc.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 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 manufacturer's specifications. 503-858-9663 Loi 46'-0' 12'-0' 19'-1' 14'-11' I g :t 1 [ , [ 1 to • - A_12 1.12 113 m 18'-51/Y F.N tS:1'f PS 8.12 H2(12) N • . H1 \ DJ4 8:12 me B2 ) r' DJ2 b `B1 8:12 / / a It 8: . \DJI 5� 8A& EV 4p / / 11'-111/2' �i I 27-3' I • [ 12'-0' , ,0'-3,/2' L „'_,,,/2' , 11-9" ®Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS PLAJT SMITH 06/29/15 TR SSM CALCULATIONS AND PROJECT TITLE: REVISION-I: ENGINEERED STRUCTURAL DRAWINGS FOR TIONON-TRU �� in umber FURTHER 17529-JT SMITH-PLAN 2545-ELEV B INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD PLAN: DRAWN BY:JP REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECBUILDING 2545 / B CHECKED BY: DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL & TRUSS c O M P A N Y DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 0.11"- 1' s. All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. LOT 7-- 111111 1111 MiTek uJ7 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. PROFFS 74GINE4\ v 89782PE 9 OREGON '�� 0 1,9 (64 RY 6 \<l,�Q UL R r_ 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. r 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 #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-6=(-17) 331 6-3=(0) 273 • BC: 2x4 KDDF #1SBTR 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 <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE 5Q.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 spacing. 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" f f 12 12 MAX HORIZ. LL DEFL = 0.003" @ 11'- 6.0" 8.00 IIM-4x4 MAX HORIZ. TL DEFL = 0.005" @ 11'- 6.0" 8.00 4.0" Design conforms to main windforce-resisting 3 system and components and cladding criteria. Alb 111 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. o o mEmo 6A -iillof 0 1 0 M-3x4 M-1.5x3 M-3x4 l l l 5-11-12 5-11-12 y y 11-11-08 y y 1-00 1-00 ���ED PRor ,\c �NGINE'9 /64 89782PE JOB NAME : PLAN 2545 ELEV B - A2 `� Scale: 0.4572 '^ WARNINGS: GENERAL NOTES, unless otherwise noted. C./ ` X40 1.Builder and erection contractor should be advised of all General Nobs 1.This design A basad only upon the parameter's shown and is for an indviduel 171111 ,L OREGON Q„ Truss: A2 and Warnings before combustion commences. building component.Applicability of design parameters and proper /, 2.2x4 compression web bracing MSS be installed where shown*. incorporation of component la the responsibility of the building designer. .A� V A G Q 3.Additi«wl temporary bndng to insure stability dump canabu tion 2.Design assumes the fop and bottom dwrds m De labially bread at 11 'l J G_ b the responsibility of the erecter.Pdditiorlal pemwnent bracing of 7 a.c.and at 10 o.c.rsepectively unless Mooed throughout their length byir- --.1 V DATE: 7/21/2015 the ovaroA sbuchae is the reapunaibAdy of the buildingde 2x Impact t ridging or labs as plywood aired her s and«arywan(ec>. p i1 �� designer. 3.Zx Impact bddprp or labial bracing required where shown.* �`1 S E K1315025 4.No bad should be applied to any component until after el bracing end 4.Installation of buss b Me reapomibility of the respective antracbr. 4' ' fasteners aro ampbbe and at no bine should any loads greater than 5.Design assumes busses are to be used in a non-corrosive environment, fry TRANS I D: LINK design loads be applies m any component. S.•nd ws Design assay dmees condition. ill bearing et all supports Shown.Shin or wedge N 5.Cuwulrus has no control over and assumes no responsibility for the n.a...ry. EXPIRES: 12/31/2016 fabrication,handling,shipment and instAetion of components. 7.Design assumes adequate drain 6.This design d famished subject to the tinertiom set forth by °''o buss,e July 121,2015 8.Plebs shall de located on both fans of trues,end placed coo their anter Y TPINVTCA in BCSI,copies of which Will be Nmbhed upon request. lines coincide with joint anter lines. B.Digits indicate come of plate in inches. MiTek USA,InciCompuTrus Software 7.6.7-SP2(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) I • This design prepared from computer input by c JP LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.5" 'COND. 2:•Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x9 KDDF k1&BTR SPACED 29.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING7-10, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: l mph, h=21.2ft, osed, Cat.2, Exp. ASCE RS(I DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Exp.B, MWFRS(Dir), load duration factor=1.6, TOTAL LOAD = 92.0 PSF Truss designed for wind loads in the plane of the truss only. LL = 25 PSF Ground Snow (Pg) Gable end truss on continuous bearing wall 000. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for complete specifications. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5-11-12 5-11-12 'f f T 12 12 IIM-4x4 'Cl HOC 8.00 17 3 2 • All. dlogllIllIllLsi f- . 0 1 M-3x4 M-3x9 l 1 y 1-00 y 11-11-08 1-00 ��� D PR°Fee, ��5 „NGINEF'4 /029. 89782PE JOB NAME : PLAN 2545 ELEV B - Al --,. Scale: 0.5072 - `` _ WARNINGS: GENERAL NOTES, bless otherwise noted'. Ci 1.0 1.Builder and erection conbecbr should be advised of al General Nobs 1.This design is based only upon be parameters shown and is for an individual '7. OREGON go Q. Truss: Al and Warnings before cansburAon commences. building component Appllabtiity of design paremebra and proper P • 2.2W carpression web bracing must be installed where shown+. incorporation of oomponeM is the responsibility of the building designer. A (, 3.Addiborrl bnpaary baring to insure stability during construction 2.Design assumes tb top an bottom chords b be laterally throughout braced at 1 _` is the responsibility f the erecter.Pdditionel pennant bracing of 7 o.e.and at IS to.reaps a plyy wood braced throughout tlbr length by �] V dY o continuous sheathing such as plywood Nrathing(TC)and/or drywall(BC). pA U L Com\ DATE: 7/21/2015 the overall Madura is the responsibility of the building designer. 3.2a Impact bridging or labial bracing waited where shown++ SEQ. : K 1315 0 2 6 4.No load shoukf be applied b any component until after all bracing and 4.Installation of ruse is the responsibility of the respective contactor. fasteners Cr.complete and at no time should any bads greater than 5.Design assumes Stases are to be used in a non-corrosive environment, design beds be applied b any component. and are for'dry condition-of use. TRANS I D: LINK 5.CompuTms has no canal over and assumes no reeponeialry for to 6.Design assumes fedi bearing et all support shown.Shin st wedge d m.„ EXPIRES: 12/31/2016 febdcabon.handling,alhipnrm and irnblation of components. 7.Design assumes edequate drainage is prowled. July 21,201 5 6.This design H furnished subject to Sr.limitations set forth by 8.Plates shall be located on both faces a s of trues,and placed their TPIANTCA in SCSI,copes of which will be fumish.d upon request. lines coincid,with joint anter lines. 9.Digits indicate size of plate in inches MiTek USA.Inc/CompuTrus Software 7.6.7-5P2(1 L)-E 10.For been connector pleb design values see ESR-1311.ESR-1988(MiTek) • This design prepared from computer input by e , JP • LUMBER SPECIFICATIONS TRUSS SPAN 22'- 3.0" IBC.2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 63 2- 8=(-145) 1021 3- 8=(-296) 251 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-1273) 289 8- 9=( -78) 662 8- 4=(-146) 530 WEBS: 2x9 KDDF STAND 3- 4=(-1122) 399 9- 6=(-171) 964 4- 9=(-146) 531 LOADING 9- 5=(-1122) 349 9- 5=(-296) 251 TC LATERAL SUPPORT <= 12"OC. DON. 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 = 92.0 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/ 1099V -178/ 1788 5.50" 1.68 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 22'- 3.0" -166/ 1098V 0/ OH 5.50" 1.68 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. [COND. 2: Dram , re,-..i.-,lam _.-.� ._••-•:1_, �.--it 0111.-.r...il 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" I MAX TL CREEP DEFL = -0.003" @ 23'- 3.0" Allowed = 0.133" ' MAX HORIZ. LL DEFL = 0.019" @ 21'- 9.5" MAX HORIZ. TL DEFL = 0.023" @ 21'- 9.5" 11-01-08 11-01-08 Design conforms to main windforce-resisting '1' 1 ' system and components and cladding criteria. 5-09-03 5-04-05 5-04-05 5-09-03 ,r ,f 1' ' f Wind: 190 mph, h=22.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6load duration factor=l.6, 8.00 [-,77Q 8.00 Truss designed for wind loads 4.0" in the plane of the truss only. 4 ,F,( J1\ M-1.5x3 M-1.5x3 3 r OAlliAl.(-- Allia... 0 J� .:41111101111.2. - 1 9 9 0 I M -3x4 0.25" M-3x4 M-3x4 0 M-5x6(S) y 7-06-10 l 7-01-12 l 7-06-10 y ��ED PR pFFs y l l ��\�� CNc'I N EF9 s/(v 1-00 22-03 1-00 �" 8.782PE r JOB NAME : PLAN 2545 ELEV B - B2 ' Scale: 0.2396 •/ WARNINGS: GENERAL NOTES, unless otherwise rated: V �� 1.Builder and erection anbaotor should be.eased of all General Notes 1.Thi.design a based only upon me paranutera clown and is for an individual -9,y�O R E G O Ngo Q Truss: B2 end Warnings afore conabuctbn commences ' building component Applicability of design parameters and proper 2.2a4 ampreamon web bracing mat be instilled where shown• • incorporation of oomporoM Is the responsibility or ms building designer. •9.A "1 R Y Q` 3.Additional temporary bracing to insure stability dung conaburAm 2.Design assumes do tip and bottom chords b a IatMlly braced at ,T is ms responsibility of to erecter.Additional penanent bracing of 2'o.c.and at 10 os.respectively unless braced throughout their lerpm by DATE: 7/21/2015 the overall wavers is the reepoaibd,yoftobesti a X Inca"ndgergn°'�'"eoegr'""""t,.r.sa"""drywi1`B°' PA U L R% mg r a 2<Impact Pidgins or lateral bracing required where sawn+. S EK 1315 0 2 7 4.No bad shows be applied b any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4 fasteners are complete and at no lime should any loads greater than S.Design aesumee trusties arab be used in a noncorrosive environment, TRANS I D: LINK design lads be applied to any component and are for"dry audition•of use. B.CenpuT w has o Doves over and assumes no r..po wbisry for the B.Design assumes hull bearing at all supports sawn.Shin or wedge d mammy. EXPIRES: 12/31/2016 telxicabon,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. July 21,2015 6.This design is furnished subject a to imitations set form by e.Plates shall be located on both faces of truss,and pw aced their center TPIIW CA in SCSI,apples of which will be furnished upon request. linea coincide with joint center lines. 9.Digits innate site of pets in inches. ' MiTek USA,InciCompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plte design vela.we ESR-1311,ESR-1988(MiTek) This design prepared from computer input by • . JP • LUMBER SPECIFICATIONS TRUSS SPAN 22'- 3.0" 1BC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 63 2- 8=(-96) 143 3- 8=(-364) 268 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-198) 94 8- 9=(-37) 180 8- 4=(-560) 130 WEBS: 2x4 KDDF STAND 3- 9=( -65) 173 9-10=(-37) 180 4-10=(-155) 476 • LOADING 4- 5=(-556) 225 10- 6=(-97) 505 10- 5=(-324) 257 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-703) 164 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 63 TOTAL LOAD = 42.0 PIF 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/ 179H 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) considered for this design. 10'- 9.0" 0/ 1O1V 0/ OH 129.00" 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 22'- 3.0" -123/ 723V 0/ ON 5.50" 1.16 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" 9 -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" MAX TL CREEP DEFL = -0.003" @ 23'- 3.0" Allowed = 0.133" l ' 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 f ' f .f MAX HORIZ. LL DEFL = 0.004" @ 21'- 9.5" 12 12 MAX HORIZ. TL DEFL = 0.007" @ 21'- 9.5" M-4x6 8.00 177 Q 8.00 Design conforms to main windforce-resisting 4 0" system and components and cladding criteria. M-3xJ 'f'f M-3x5 Wind: 140 mph, h=22.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, ON (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f \ load duration factor=1.6, Truss designed fox wind loads M-1.5x9 ��IM-1.5x9 in the plane of the truss only. M-3x5 If( M-3x5 M-2.5x9 or equal at non-structural diagonal inlets. M-1.5x3 M-1.5X3 Truss designed fox 4x2 outlookers. 2x4 let-ins of the same size and grade as structural top M-3X5 3 chor . Insure tight fit at each end of let-in. I Outlookers must be cut with care and axe ��ili � permissible at inlet board areas only. M-1.5x9 '-,i O M-32:�.1/,I n./� O �� "�' hof = �� �a 10 o M-9x6 9 M-3x5(S) M-4x6 M-3x4 0 M-3x4 l l 1 b l 7-06-10 2-04-05 4-09-07 7-06-10 y 12-03 y 10-00 y ���ECI PROre `:51 ). )' J' y ��5 ,NGINEFR /02 1-00 22-03 1-00 89782PE yr JOB NAME : PLAN 2545 ELEV B - B1 i Scale: 0.2396 "yip,. / MEW • WARNINGS: GENERAL NOTES, unless otherwise noted: C/ 7!) 1.Builder and ere tion contractor should b.advised of ai General Notes I This dosign is basad only upon the parameters shown and is for an individual -9 OREGON '� Truss: B1 and Warnings before answction commences. Widens component Applicability of design parama«rs and proper 4' 20 Q' 2.2.4 a„wes«sn web bracing must be inst.lbd when shown, incorporatfon of component b the responsibility of the building designer. �/f G., A 3.AddNonal temporary bracing to insure stability during construction 2.Design oosomes the top and bottom chorda to he bterelly hood at -1 R Y J !j-` b the responsibility of the erector Additional permanent bredrp of 7 0 n and at 1G o.c.respectively a.ply unties braced ihouphoul ihei broth by V DATE: 7/21/2015 tiro overall sbuaure is the responsibility of to building designer. continuous riding orng such as aciplyng reood u e d where s ander drywall(BC)_ Aq U L �\ 3.2s Impact badging or lateral bracing required when mown.. SEQ. : K1315 0 2 8 4.No bad should be applied to any component until after all bracing and 4.Irotellation of trues is the responsibility of to respective contractor. fasteners are complete and at no bine should any loads greater than 5.Design assumes buses are to be used in a noncorrosive environment, TRANS ID: LINK design lads be applied to any component. and aro for'dry condition'of use. SDesign assumes full bearingat all supportshownShen orwedge d EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the awry. faboton.handling.shipment and installation of components. 7.Design assures adequate drainage is provided. J U ly 21,201 5 6.Ti..designfurnished is rished subject to the imitations set forth by 8.Plates shall be lasted on both hoes of bus,and paced so their anter TPIIWICA in BCSI.copies of elrirh will be furnished upon request lines coincide with joint center Ins. 9.Dice!.indicate size of plata n inches. Mal*USA,Inc/CorllpuTfu3 Software 7.8.7-SP2(1L)-E 10.For basic connector glob design values see ESR-1311,ESR-1988(MTek) • 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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 63 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-98) 77 TC LATERAL SUPPORT 0= 12"OC. UON. LOADING BC LATERAL SUPPORT 0= 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/ 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 "oc spacing. ' BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.029" 4-11-08 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.039" 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" 6.00 -/ MAX HORIZ. TL DEFL = -0.001" @ 4'- 10.7" mDesign 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, N Truss designed for wind loads o in the plane of the truss only. I m cDM r 0 IairfAIIIIMIMIMIMIMIIIIIIIIIIM IMO o 1 M-3x4 1 1 l 1-00 5-11-15 'PROVIDE FULL BEARING;Jts:2,3,4 I Q,ED P R OFF I4 . NGINEF'4`�/0 :9782PE -0-_„ r JOB NAME : PLAN 2545 ELEV B - DJ4 Scale: 0.5692 ��� nwi WARNINGS: GENERAL NOTES, uNea obhese noted: yr V ^4, 1.Wider and erection conbector should be advised of all General Notes 1.This design a based only upon the parameters shown and is for an individual 'VA OREGONgo Q. Truss: DJ4 and Warnings before construction commences. building component Applicability of design pahnstere and proper 2.204 comp...Pon web bracing must be installed where shown.. inoorpon tion of component is the responsibility of the betiding designer. 9 /t, R Y , P 3.Additipel temporary bhang to issue stability dump conabucbon z.Design.salines the top and bottom chords tobe'.tetany broad at is the responsibility of the erecter.Additional pamenent bracing of S cc and at ID oc.respectively unless throughout hes length by DATE: 7/21/2015 me ovenb ewcbae is the re.ponsibiay of the buildingde a,in,continuous radshing rg such i b plywood see d where shown) wn«nrywan(ec). pit- /1 1 1 1 �� signer. 3.an Impact Wedging or latent bradng required vinare .. �'1 V 1. S E K1315 0 3 0 4.No bM ad Mould be applied to any component until after all bhang and 4.Installation of truss is the responsibility of the respective conbacbr. Q• : 5. .sumes busees are to be used in a nunccnosive env'eonment, fasteners aro complete and at no time should any bade greater than Design TRANS I D: LINK design lads be applied to any component. 8.and are Design amudmes fel bearing s,condition'of.t ail supports shorn.Shan or if 5.CompuTres has no control over and assumes no responsibility forte nea.�hy. EXPIRES: 12/31/2016 fabmabbn.handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. July 21,2015 6.TN.design is furnished subject to the limitations set form located.Plates shall be Ioted on both faces of true.,and placed so their center TPINWCA in SCSI.copies of which will be furnished upon request. lines coincide with joint anter lines. 9.Digss indicate size of pate in inures. MiTek USA,Inc/CompuTrus Software 7.8.7-SP2(1 L)-E 10.For basic connector reale design values*.ESR-1311,ESR-1988(Milek) • • 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=10) 0 BC: 254 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-97) 44 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 19.2" 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" -79/ 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 29 "oc 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 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 17 MAX HORIZ. LL DEFL = -0.000" @ 6'- 3.6" 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=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. u1 0 0 0 rn r- /- C. I dilai II 2►, 4►/ -/ 1 M-3x4 l ), ), l 1-07-03 2-00 4-04-09 (PROVIDE FULL BEARING;Jts:2,4,3 L'S ��5 � GINE9 /029r 89782PE JOB NAME : PLAN 2545 ELEV B - DSJL2 �, �� Scale: 0.6676 WARNINGS: GENERAL NOTES, Wass otherwise noted'. r✓ 40 1. 1.Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters Mown and is for an individual "9A, OREGON ° Truss: DSJL2 and Warnings before construction commences. building component.Applicability of design parameters and proper (1 ^ 2.2a1 compression web bracing must be installed where Mown Y. incorporation of component la cies responsibility of the building designer. -.57,9 A �l r' V (. 3.AdditiorW temporary liming to insure stability cluing consbu0Tan 2.Design spumes the top and bottom chords to be laterally bread at 7 =1 R Y 1 J ��j is Be responsibility of Be orecbr.Additional pemenam bracing s 7 c.c.and at 15 on.respectively unless booed 000 ghout tee length by DATE: 7/21/2015 the overall waaae is the responsibility of the building a `or Impact g or such l b ting relyrsood airedMa•tt,.,. angor drywan(Bc>. p i1 UL a� sig signer. 3.2r Impact bndprg or iteral bra«sig required where shown«o �'1 S E 1<1315031 4.No load should be applied b any component until after all bracing and 4.Installation of truss is the responsibility of the respective eonbaomr. 4' ' %Wren are complete and at no time should any bads greater than 5.Design assumes tU.pe WO to be used in a noncorrosive environment. dibon.of use. TRANS I D: LINK design loads he apples to any component 6.and are Design assudry mes MI beating at all auppor%Mawn.Shin or wedge if 5.ConpuTrue has no cowed over and assumes no r.spo00bim for the napery. EXPIRES: 12/31/2016 fabrication.handling.shipment end ia%Nabon of components. 7.Design.pump adequate drainage a provided. 6. July Iy 21,2015 This design is furnished eubjact to the!imitators set forth by 8.Plates shell be located on both faces of truce,and placed so their anter TPhW1CA in SCSI,copies of which wit be furnished upon request fes coincide with joint center Mos. 9.Digits urticate size of plate in inches. MiTek USA,Inc/CompuTrus Software 7.6.7SP2(1L)-E to.For basic connector plate design wwp see ESR-1311.ESR-1966(Mask) • 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 #16BTR 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=(-56) 21 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 19.2" 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 PSF Ground Snow (Pg) 3'- 2.2" -37/ 80V 0/ OH 1.50" 0.13 KDDF ( 625) 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacilg. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5.00 (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 = 0.002" @ 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 -1 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), if load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 oa 0 r o _ _ c 0 o 2>/ 4->.< -1 1 M-3x4 k l 1 )' 1-07-03 2-00 1-02-03 'PROVIDE FULL BEARING;Jts:2,4,3 I ��� D P R OFFss ��5 ANG I N EFR /O-Z. 89782PE JOB NAME : PLAN 2545 ELEV B - DSJL1 .-_��'.., Scale: 0.9213 '^ Mill WARNINGS: GENERAL NOTES, unless otherwise noted'. Co, 43 1.Builder and erection contactor should be advised of all General Notes 1.This design is based only upon the parant.tere shown and is for an individual -VA. OREGON o^ Truss: DSJL1 and Warnings before construction semi..enoes. building component.Applicability of design commotion and proper 2.2s4 congnesion web bracing must he inehlled where shown«. incorporation of companant a the responsibility at the building designer. .A (iq R Y 15, Q� 3.Additional temporary boring to insure stability during condi...a+ 2.Design assumes the fop and bottom chortle orda to he laterally booed at 7 �� b the responsibilityf fM erector.Additiorul permanent bracing of 7 0.0.and at 10 es.respectivelyplywood unions brand throughout Meir length by A o ...us bridging shoaling such as plywood eheadiing(TC)and/or drywall(BC). " A UL �\ DATE: 7/21/2015 the overall structure is the responsibility of the building designer. 3.2t.Impact badging or lateral bracing required where shown++ SEK1315 0 3 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the reeponibility of the respective contractor_ 4' fasteners are complete and at no tint.should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment, assign bads ba applied to any component. and are for*dry condhon.of use. TRANS I D: LINK B.Design assumes full bearing at an supports shown.Shan or wedge if S CanpuTrus has no control over and assures no responsibility for the n,m..ry. EXPIRES: 12/31/2016 fabrication.handing,shipment and installation of conponenls 7.Dssipn assumes adequate drainage is provided. July 21,2015 8.This of design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces trues.and placed so their center TPINJTCA in SCSI.copies of which will be furnished upon request. linea coincide with joint center lines. S.Digits indicate size of plate in inches. MiTek USA,Inc/CompuTrus Software 7.8.7-SP2(1 L)-E 10.For basic connector plate design values sea 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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 29.0" D.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/ 329V -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 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci g. 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" @ 0'- 0.0" Allowed = 0.122" 1' f 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" @ 3'- 7.8" 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, 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M • 0 I 0 N r 0 c cp ii-411111111111111110 1 M-3x4 J. 1 l 1-00 5-11-15 (PROVIDE FULL BEARING;Jts:2,3,4 cS " 8.782PE r JOB NAME : PLAN 2545 ELEV B - DJ3 / % ...ei\Z Scale: 0.6901 ./ ''^^ WARNINGS: GENERAL NOTES, unless othervdee noted: V ^40 1.Bidder and erection contractor should Be advised of all Genend Notes 1.This design b based only upon the parameters shown and is for an individual V OREGON 2 Truss: DJ3 and Warnings before eonewction commences. building component.Applicability of design parameters and proper /1/&A O PQ' 2.2x4 compression web bracing met be instilled where shown ri. incorporefbn of component is the responsibility of the budding designer. .()� /I 3.Additional temporary bracing to insure stability during construction Z Design and the top and bottom donde b d laterally braced at 7 'l :J <j_ b int responsibility of the erector.Addaone immanent bracing of 7 o.c.and at 10 o.c.respectrvsiy unless braced tlwaghout sed length by 9`\ V DATE: 7/21/2015 1M overall.wave b the rewoneca of the building sea continuous sheathing way"pywood SMYthinp(TC)and/or drywab(BC). p/1 U L tYn8 gner. 3.2x'mind bddgirg or Waal bracing required where shown+ SEQ. : K1315 0 3 3 4.No bad should be applied b any component Lind after all bracing and 4.Installation of b isa is the respansibiliry oldie respective contractor fasteners are complete and at no tine should any bads greater than 5.Design assumes susses are b be used in a non-corrosive environment TRANS I D: LINK design bads be applied to any component B and are/or , r"dry condition.of use. 5.ConpuTrus has n e contra over and assumes no reeponabilm for theDesign assumes full bearing at all supports shown.Shin or wedg.N EXPIRES: 12/31/2016 oewry. fabrication,handing,shipment and installation of components. T.Design assumes adequate drainage is provided. July 21,2015 6.This design is furnished subject to the linitatone set IoM 8 by .Plates shall be located on both faces of buss,and placed so their center TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint canter lines. 9.Digits indicate size of date do inches. MiTek USA,Inc/CompuTruts Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values sea ESR-1311,ESR-1888(MiTek) • • e This design prepared from computer input by • JP • LUMBER SPECIFICATIONS 10-00-00 MONO HIP-D SETBACK 6-00-00 FROM END WALL IB(3 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 70 2- 7=(-345) 536 3- 7=( -388) 351 BC: 2x4 KDDF #1&BTR 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 LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 9'- 7.2" V 4- 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 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/ 1418 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" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.016" @ -1'- 7.2" Allowed = 0.160" 0-03-14 MAX TL CREEP DEFL = -0.018" @ -1'- 7.2" Allowed = 0.213" MAX LL DEFL = 0.012" @ 4'- 10.2" Allowed = 0.463" 9-06-13 0-05-03 MAX TL CREEP DEFL = -0.025" @ 4'- 10.2" Allowed = 0.617" T 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" ' 1 Design conforms to main windforce-resisting system and components and cladding criteria. 9-06-04 1,511.90# Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5.00 D M-7x8 load duration factor=1.6, M0.55x3 End vertical(s) are exposed to wind, VII9 / Truss designed for wind loads in the plane of the truss only. ,a11.01, M-1.5x3 11 3 0 vie 1 0 0 1 r 7 MN O 2 7 ►�8 I 1 O M-3x4 M-3x4 M-3x5 1 1 , 8-11-07 1-00-09 y l y OGlNE? 1-07-03 to-oo �0;/ 89782PE c JOB NAME : PLAN 2545 ELEV B - DH1i► Scale: 0.9089 i=/ / IMF GENERAL NOTES, unless otherwise rated: V <0 I.Builder and erection contra for should be advised of all General Notes 1.This design w based only upon w upon .parameters mwn and is for an individual -V OREGON I., Truss: DH 1 and Wemi ge before oonam,<uon commences.. Witting component Applicability of design parameters and P.P. 4i' 2o ''' 2.2n4 compression web bracing must be installed where drown.. incaryoration of component is the rsafronsibiliry of Bre building designer. .A /I r� ` Q 3.Additional temporary blueing to inane stability dung construction 2 Design assumes g1.tap and bosom chords to be laterally braced at / • �l/Y :J \��j_ e the responsibility of the erecter.AddNorel M Mei f 7 o.c.and at 1d o.c.respectively plywood braced throughout en ui their erpth by /� V permanent er° wntinuowah.1driordrohse000graahedo,4r.TC)andordrywall(BC). A�'1UL- DAT E: 7/21/2015 tie overall abueture is the responsibility of the building designer. 3.Dr Impact bridging or Wend breP g required where shown 0 4 I SEQ. : K1315 0 3 4 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 compete and at no time should any bads greater than 5.Design assumes 5545.1*are to be used in a noncorrosive environment. Mads be applied to any component. assumes full bearing at all supports shown.Shim or wedge if and are for'dry condition'of u.1. TRANS I D: LINK orpB.Design as Co 5.ComuTnxlasna 5ye elorandassmesnoresponsibiliytethe n.c„-ry EXPIRES: 12/31/2016 fabica5on.handling,shipment and installation of component. 7.Dedgn assumes adequate drainage is provided. S. July 21,2015 This design is fursWthe i .d subject to mitations.1nt S.t forth by Plates shell be located on both faces of trues.and placed so their center TPINVICA in BCSI,copes of Witch will be furnished upon request lines coincide with joint center awe. 9.Digits ndwte size of plate in inches. MiTek USA,InciCompuTrus Software 7.6.7-SP2(1L)-E 10.For basic corrector pleb 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 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 70 2-5=(-219) 508 5-3=( 0) 231 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-609) 113 5-6=(-217) 503 3-6=(-566) 185 WEBS: 2x4 KDDF STAND 3-9=(-107) 104 6-4=(-139) 115 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 19.2" 0.0" 0'- 0.0" -96/ 629V -51/ 154H 3.50" 1.00 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 10'- 0.0" -50/ 920V 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. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.016" @ -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 MAX HORIZ. LL DEFL = -0.004" @ 9'- 8.5" 1' f f MAX HORIZ. TL DEFL = 0.006" @ 9'- 8.5" 12 5.00 M-1.5x3 4 -r' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=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-- 0 `0 '6000,4440440 I 0 ei • • • 1 aedillir JI I 2�� 5 5 6 1 M-3x4 M-1.5x3 M-3x4 l l 1 5-01-11 4-10-05 y 1-07-03 y y 10-00 Ils' QED r • JOB NAME : PLAN 2545 ELEV B - D1 � �� Scale: 0.4531 ./ WARNINGS: GENERAL NOTES, unless otherwise noted, !./ 60 1.Builder and canton contactor should be advised of al General Notes 1.This design s based only upon tot parameters shown and is for an individual OREGON e" Truss: D1 buiding component APlliobiity of design parameters and proper V n0 ' ' and Nlemrgs tetra construction commences. V 2.211 coronion web bracing must be installed when Woven*. incorporation of component is the responsibility of to building designer. �� '9 R Y 15' 3.Addsonal temporary bracing b insure stability&sing conebudton 2.Design assumes the foo and bottom chords to be laterally braced at G. A the reepwsiblity of the erector.Additional per enent bolting of 7wo.e.and at 10 Osie.sad,as plywood y viler braced Irwgho/n d,length by /y- v DATE: 7/21/2 015 me owns w sure is the neponsibiity of the building&signer. "ti""°n``h°°n'i"g"ch'°` e ene.nurg(ic)and/or&rywan(Bc). 1 p/i U L �\ 3• .20 Impact bridging or labial bracing required when shown++ �'1 SEQ. : K1315 0 3 5 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contacbn, fasteners are complete and at no time should any loads greater than E.Design assumes trusses are to be used in a nonconodw environment, TRANS ID: LINK design loads be applied to any component, and ere for'dry condition'of use. ADesign monies hill bearing at all supports shown.Shim or wedged EXPIRES: 12/31/2016 a CompuTrus has no control over and assumes no responsibility for the e dawn hbriuton.handing.shipment and installation of components. 7.Design assumes adequate drainage is provided. July 21,201 5 6.This design s tarnished subject to to imitations set forth by 8.Plates shall be looted on both hoes of ton,and placed r their center TPINJTCA in BCS!,copies of which will be furnished upon request lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1L)-E 1U Digits indicate of plate plate design whir 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/Cpl=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-49) 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 PIE 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/ 286V -19/ 70H 3.50" 0.96 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 REQUIREMENTS OF INC 2012 AND INC 2012 NOT BEING MET. �GQND. 2: Design checked fox net(-5 psf) uplift at 24 "oc soaci g. 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 = -0.009" @ 1'- 9.2" Allowed = 0.159" 2-05-09 MAX TC PANEL TL DEFL = -0.009" @ 1'- 3.1" Allowed = 0.232" f "( 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'- 4.8" 8.00 2' 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 -1 (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. oo 0 0 0 I-- ,./.- 0 0 0 EN MEMO, 1 M-3x4 l 1 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 I 5-11-15 e���) P R oF • F 74oIN�\c� E4\9r • 89782PE JOB NAME : PLAN 2545 ELEV B - DJ2 .,,- Scale: 0.6776 �`' _ WARNINGS: GENERAL NOTES, Wass otherwise noted' (/ ^� • 1.&ildar and.rection contractor Would be advised of al General Notes 1.This design is based only upon the parameters blown and is for an individual 9 OREGON Truss: DJ2 and Warnings before mmbuction commences. building component.Applicability of design parameters and proper �//, nc ' 2.2x4 compression web Pacing runt be instilled where shown+, incorporation W component is the responsibility of the bolding designer. 1L'/1iqy \v� Q 3.Additional temporary bracing to insure stability dosing conebuction 2.Design awunes the top and bottom chords to he laterally braced at �l l (j_ is de responsibility of the.rector.Additional permanent bracing of 7 o.c.and at IS cane respectively unless braced throughout their length by V DATE: 7/21/2015 dire overall ebuntore is the responsibility ofee building d. continuous such l b acingod.he d were sown) .nryw.n(Bc). p^U L r dY sig .goer. 3.2s Impact badging or latent bracing required where shown++ �'1 SEQ. : K1315 0 3 6 4.No load Would be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. fasten,,Sr.complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, and are br'dry condition-of use. TRANS ID: LINK design loads be applied to any component. 5.ConquTrushes rocontrol over and assumes noresponsibiltyfor the B.°~9se,yassumes""~°^^�°°°"°��°"°° ^Shim or wedge if EXPIRES: 12/31/2016 fabrication,handing,shipment and installation of componente. 7.Design rmi es adequate dramatis is provided. S.ThJuly ly 21,201 5 This design is furnished subject to the iS.limitations set forth by Plebs shall be located on both aces of buss.and placed so their center TPIAVICA in SCSI,copies of oath will be furnished upon request lines coincide with joint center fines. indicate plain te MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1L)-E 1p or tarcnctorpla design valeo se see ESR-1311,ESR-1988(mask) • 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 016BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-4=(0) 0 BC: 2x4 KDDF N18BTR SPACED 24.0" O.C. 2-3=(-33) 61 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" -74/ 256V -10/ 47H 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/ 49V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. �CQND, 2; Design checked for net(-5 asf) uplift at 24 "oc spaci g. 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" f T 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=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. 3 _ o N O rf l o _ „ c o - V9 1 M-3x4 • l l ). • 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 I 5-11-15 i, :9782PE r JOB NAME : PLAN 2545 ELEV B - DJ1 Scale: 0.7401 VOr WARNINGS: GENERAL NOTES, o esu othemise noted: V • 1.8dldar and erection contractor should be advised of al General Notes 1.The design:based only upon Na parameters shown and w for an individual -9^- OREGON Truss: DJ1 and Warnings before construction commences. building component Apgic.biiy of design parameters and proper "Y/I (ye. N' 2.gra compression web braeng ms[be installed wfsre shown.. incorporation of component is Ow responsibility of toe building designer. �Q V V A 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at / R Y 1 G.` e the responsibility of 5,.erector.Additional permanent brewing of 77 o.c.and at NY roc.respectively unless braced throughout thea length by n J v DATE: 7/21/2015 foe overall mucase is the responsibility of the building designer. repots sheathing such l as acing rplywooe uirshed where s and/or eryw.n(Bcl pA U L 3.2a Impact bridging w lateral bracing required where Mown.. ISEQ. : 1<13 15 0 3 7 4.No bad should be applied to any componam until alter all bracing and 4.Installation of truss is the responsibility of the respective contracbr. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, and are for'dry condition"of use. TRANS I D: LINK design loads be applied to any component 6 Design assumes fun bearing at eu supports shown.Shin or wedge d 5.cornpuTnrshesnocemrol°wassumes «�,ry. EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. July 21,201 5 6.This design n furnished subject to Sr.ina set forth by 8.Plates shall be located on both faces of buss,and placed so their anter TPINJ1CA in SCSI.copies of which will be furnished upon request lies odncide with joint miler lies. 9.Digits indicate size of plate in ides. Weft USA,InCiCompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connadnr pleb design values see ESR-1311,ESR-1988(MiTak) • 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 #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 70 2-4=(0) 0 BC: 2x4 KDDF #1SBTR 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)+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 PIF 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 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. [ BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.016" @ -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, r Truss designed for wind loads in the plane of the truss only. N O i- , 41 O 1 - - O O 1- 2. 4 22›..<::.... y 1 M-3x9 J• l l 1-07-03 2-00 [PROVIDE FULL BEARING;Jts:2,4,3 [ QED P R pFF ��\��k,. I N EF9 `ry02 :9782PE 17 r- JOB NAME : PLAN 2545 ELEV B - FJ1 ,--1'���" Scale: 0.9995 _ WARNINGS: GENERAL NOTES, Wens oMembenobd: (/ C!) 1.Builder and*region contractor should be advised of all General Nobs 1.This design is based only upon Me parameters shown and a for an individual �^- OREGON Truss: FJ1 aro Warnings before construction commences. building component.Applicability m design parameters and proper -y//.. rs ) 2.244 compression web bracing must be installed where shown 4 incorporation M component a M.responsibility of M.Willing designer. �� V/l `,V �� 3.Additional tempore y bracing b insure stability dieing conetruc9wr 2.Design assumes Me trig and bottom chords b be laterally baud at :J s the responsibility of Me erecter.Additional permanent bracing of o op.our at 10 o.c.respect/slyplywood brecetl throughout then length by DATE: 7/21/2015 Me Dori atiucwn is Me responsibility of the building designer. continuous sheathing such es sheathing(TC)and/or drywae(BC). P/�U t �\ ace dY n0 3.24 Impact bridging or labral bracing rewired where shown 4 �•1 SEQ. : K1315 0 3 9 4.No bad should be applied b any component until after all bracing and 4.Installation of Wass the responsibility of the respec4ve oonbacbr fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive envronmeM, TRANS I D: LINK design loads be applied to any component .red are for dry conditionof use. 5.Campolrce as no control own and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if wry. EXPIRES: 12/31/2016 fabrication,handing.shipment and installation of components. 7.Design assumes adequate hisboth laws is provided. MSi U ly 21,201 5 8.Tdesign s furnished subject to Sr.Me imitations set forth by 8.Paul loaded dell be lod on both s of buss,and placed so their center TPINVTCA in BCSI.copies of which will be furnished upon request. lines coincide with joint center lies. MiTek USA,Inc.iCompuTrus Software 7.6.7-SP2(1L)-E 10.Digits indicate mreemo pof lamoths_ plate design wtese see ESR-1311,ESR-1988(MiTek) • 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: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 43 2-4=)-46) 62 3-4=(-163) 140 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-90) 79 WEBS: 2x9 KDDF STAND 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 ?SF 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 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL !COND. 2: Desion checked for net(-5 osf) uplift at 24 "oc spaci�lg. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LLL/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 = 0.064" @ 3'- 0.7" Allowed = 0.329" MAX TC PANEL TL DEFL = -0.068" @ 2'- 10.6" Allowed = 0.493" 5-06 f f MAX HORIZ. LL DEFL - 0.000" @ 5'- 4.3" MAX HORIZ. TL DEFL = 0.000" @ 5'- 4.3" 12 5.00 try 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 vertical(s) are exposed to wind, Truss designed for wind loads • n the plane of the truss only. a,0 r 0 ol I 2 4 °II 0 111 111 M-3x4 M-1.5x3 l 1 )' 1-00 5-06 ��� 9 P R oFFss5GINEF / . N0 7,:,.., � ' -Y:..... 89782PE JOB NAME : PLAN 2545 ELEV B - G2 �G% Scale: 0.6416 - WARNINGS: GENERAL NOTES, unless o7Mrwiee noted: (/ 40 1.Builder and erection contractor should be advised or al General Nobs 1.This design is based only upon the parameters shown and s for an individual l'^- OREGON Truss: G2 and 1Nammm mge before construction commences. beating component.Appliobiky of design parsnabs and proper "Y 20 Q' 2.2r4 compression web bracing must be metaled where shown.. incorporation or component is the rsaponsitilay of the buadig designer. .�J� (J^ `, 3.Additional temporary beaming to insure stability cluing construction 2.Design assumes the top and bottom chords b be laterally braced at 1 'l J s the responsibility of IM erector Additional permanent brsamg of Y o.c.and at 1G a.c.respectively unless brood throughout their length by DATE: 7/21/2015 Me overall muaoe is Me responNbaity of the building designer. continuous ri sheathing each aacing red uired when s angor arywan(Rc). �J^ L �� 3.20 Inspect bridging or tebnl breach required where shown++ �"{SEQ. : K 1315 0 4 0 4.No bad should be applied to any component until after all bhang and 0.Installation of truss is the responsibility of the respective contractor. fastens are complete and at no time should any bads greater than 5.Design assumes busses are b be used in a noncanosive environment. design loads be applied to any component, and aro for 5:11y condition'of use. TRANS ID: LINK6.Design assumes full bearing at all supports shown.Shim orwedge it EXPIRES: 12/31/2016 S Comp/True has no control over and assumes no responsibility for the nscessery fabrication,handling,shipment and installation of components. 7.Design assures adequate arairage is provided. Si U ly 21,201 5 6.This design is furnished subject to the limitations se6.t forth by Plates shall be located on both boss of Suss.and placed Sc Meir center TPINJTCA in 6CsI,copies of which will be furnished upon request Imes coincide with joint center fins. MiTek USA,Inc/Com Trus Software 7.6.7SP2 1 L-E 9.�'b indicate size of Mete n ircnea. W ( ) 10.For basic connector ptete design values we ESR-7311.ESR-1958(MTek) ` r e 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 spacik. • TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. • TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=15ft, TCDL=9L=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed,, Cat Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Truss designed for wind loads • LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. Gable end truss on continuous bearing wall 001. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12 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 N 2 00 o if Ei9 M-3x4 J' y 1 1-00 5-06 • ,��ED PR0Fe0 C\�/ 4TN4\ � /89782PE JOB NAME : PLAN 2545 ELEV B - G1 G% Scale: 0.7916 . - WARNINGS: GENERAL NOTES, visas otherwise noted: V ^to 1.Stades and erection contractor should be advised of all General Notes t This design is based only upon the paranetera shown and is for an individual 17/1///y OREGON Truss: G1 and Warnings before mnsbution commences. building component Applabiity of design parameters and proper (10 2.2x1 cornWewon web bracing must he installed when shown+. incoryorafinn of component te the responsibility of de Witting designer. -9 �1 •V A 3.Additional temporary bracing to insure stability during consbudion 2.Design mumps to top and bottom chords m be laterally braced at 7 'l R Y ;J _\!j` is the responsibility of the.rector.Pddmonal permanent bracing of o a.c.and at 10'o.c.nsapsctivsly unless braced throughout their all(S by A v V DATE: 7/21/2015 t s wend.win,.is the responsibility of to building de corhtlnuoa sheathing such H plywood sheathing(TC)and/or dryvnll(BC,. " A UL �\ M signer. 3.2s Impact bridging or tenet bracing required where shown++ S E K 1315 0 41 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. 4' ' fasteners are ampteta and at no tine should any loads greater than 5.Design assumes busses are to be used in a mnanoeive environment design loads he applied to any component. and aro for*dry conditon'of use. TRANS ID: LINK 5.CompuTnehas no control over and assumes noresponsibiliyfor the 8'Design°°"n°e�'beanngatallsuppote�hown.Shimorw.dg.N EXPIRES: 12/31/2016 necessary. fabrication.handlkg.shipment and inahlaton of components. 7.Design assumes adequate draimge is provided. July 21,201 5 6.This design is furnished subject to the imibbons set forth by 8.Plates sheb ll be located on both faces of buss.and placed so their center TPINOICA in SCSI,copies of which will be furnished upon request Was coincide with joint anter Ikea. 9.Digits indicate sin of plate in inches. MiTek USA,Inc.iCompuTrus Software 7.6.7SP2(1 L)-E ID.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • , This design prepared from computer input by s JP • LUMBER SPECIFICATIONS TRUSS SPAN 34'- 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=(-259) 1768 3-10=(-235) 191 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2080) 936 10-11=(-172) 1480 10- 4=( -43) 464 WEBS: 2x9 KDDF STAND 3- 4=(-1873) 960 11-12=(-172) 1361 9-11=(-618) 266 LOADING 4- 5=(-1391) 490 12- 8=(-273) 1609 11- 5=(-316) 1111 TC LATERAL SUPPORT <= 12"OC. UON. 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. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1873) 960 6-12=) -43) 464 TOTAL LOAD = 92.0 PSF 7- 8=(-2080) 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 LOCATIONS) 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/ 1592V -286/ 2869 5.50" 2.47 KDDF ( 625) 39'- 0.0" -260/ 1592V 0/ OH 5.50" 2.47 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -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 1' f 1' system and components and cladding criteria. 5-11-04 5-06-06 5-06-06 5-06-06 5-06-06 5-11-04 Wind: 140 mph, h=24.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=1.6, 8.00 M-9x6 Q 8.00 Truss designed for wind loads 4 0„ in the plane of the truss only. 5 ,(-+( Iii\ M-5x6(5) M-5x6(S) 7 • 0.25" 0.2• 5" 4 At 1.9 M-1.5x3 M-1.5x3 3 r- (-- CD o 0 wei p 1 10 11 12 o • II M-3x5 M-3x4 0.25" M-3x4 M-3x5 0l P R • M-5x8(S) `r�Q•ED Opt- Opt- ,i, 8-08-07 y 8-03-09 y 8-03-09 y 8-08-07 y ��<0 ANGINEF'9 (Si �2 1 l 1 l 1-00 34-00 1-00 89782PE 9r JOB NAME : PLAN 2545 ELEV B - H2 'rd Scale: 0.1601 / WARNINGS: GENERAL NOTES, bless otherwise noted: C/ \\l ^40 I.Builder and aredion contractor should be advised of as Gomel Notes I.The design a based only upon to parameters shown and is for an individual �A OREGON O il. Truss: H2 and Warnings before canstrucion commences. building component Applicability of design parameters and proper �•J 7// �/ 2.2x4 co preasion web bracing mast be installed Were shat.+. incorporation a component is the responsibility a the building designer. 7 ��R! '� �� 3.Additions)temporsry booing to insure stability during conWucton 2.Design assumes the tap and bottom dards to r laterally booed n a the responsibility of the erector.Additional pemenent booing a 7cao.c.sed at 10 Osco respectively.teas booed throughout their length by V DATE: 7/21/2015 be owrsN structure is the responsibility of the building designer. 3 con continuous sheathing such es plywood siwedJng(TC)and/or drywall(BC). " i'U L �\ Do bridging or kited bredrg required where shown++ • • • SEQ. : K1315 0 4 2 1.No bad should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no Erne should any bads greater than 5.Design assumes trusses are to be used in a nonconosiw environment. TRANS I D: LINK design bads be applied to any component. and ars br'dry condition"of ars 5.Conpurrus Mem contra own and.ranee no rsepomib Hy for the 8.Design assumes full bearing at ell supporta shown.stair,or wedge if «•try. I EXPIRES: 12/31/2016 fabrication,,.nand.shipment and installation of components. 7.Design assumes adequate otage is provided. July 2 I,2015 6.This design is tarnished wbpct to the inkterns rt forth by 8.Rant shag he boated m both aces of trues.and placed r their canter TPIIWTCA in SCSI.copies of which will be furnished upon request Inn coincide with pint center Ines. MiTek USA,InciCompuTrus Software 7.8.7SP2(1L)-E 10 s�'cote size°plate n gn oak p design elan re ESR-1311.ESR-1988(MRek) iII •• , This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC'2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1SBTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 63 2-10=(-171) 1223 3-10=( -260) 197 • • BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1403) 293 10-11=(-119) 903 10- 4=( -47) 506 ' WEBS: 2x4 KDDF STAND 3- 4=(-1196) 316 11-12=( -55) 226 4-11=( -644) 268 ' LOADING 4- 5=( -637) 293 12-13=( -55) 226 11- 5=( -158) 346 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -632) 298 13- 8=(-121) 113 11- 6=( -4) 498 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -83) 342 6-13=(-1198) 311 • TOTAL LOAD = 42.0 PSF 7- 8=( -171) 173 13- 7=( -343) 221 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 63 LL = 25 PSF Ground Snow (Pg) M-1.5x4 or equal at non-structural 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. 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/ 1144V -288/ 2888 5.50" 1.83 KDDF ( 625) 21'- 9.5" 0/ 152V 0/ OH 146.50" 0.24 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) !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 = -0.040. @ 8'- 8.4" Allowed = 1.067. MAX TL CREEP DEFL = -0.073" @ 8'- 8.4. Allowed = 1.422" 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 '' T MAX HORIZ. LL DEFL = 0.017" @ 25'- 3.6" 5-11-04 5-06-06 5-06-06 5-06-06 5-06-06 6-11-04 MAX HORIZ. TL DEFL = 0.025. @ 25'- 3.6" • 1' '1 1' 1' 1' 1' 1' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. IIM-4x4 8.10 Q 8,00 4 0„ Wind: 140 mph, h=24.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3185 ,/0M-3x5 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4load duration factor=l.6,M 3x5 i M-1.5x4 Truss designed for wind loads in the plane of the truss only. M (5) M-1.5x9 ih ? s M-2.5x4 or equal at non-structural diagonal inlets. " chord. Insure tight fit at each end of let-in. Outlookers must be cut with care and are ssb permissible at inlet board areas only. M-1.5x9 M-3x5 4 l''' M-1.5x3 M-1,5x3 M35 kill' iiiiilL /M-11.5x9 P o ...... _..i....................... .......... .- . I1 ` MB 3x5 0 o 1 10 11 12 13 +` o of M-3x4 M-3x4 0.25" M-4x6 0l C M-5x12(S) M-3x4 \:,, ,c) PROFFdcS'j' l l l 1 8-08-07 8-03-09 5-04-07 2-11-02 8-08-07 �\5� N Fi89782PEGINEg �2 1-00 34-00 1-00 9 JOB NAME : l PLAN 2545 ELEV B - H1 '/>\ Scale: 0.1729 / WARNINGS: GENERAL NOTES, unless When..noted, 10 TrussH 1 1.Builder and erection contractor should be advised of al General Nobs 1.This design a based only upon the parameters shown and is for an individual y TOREGON K. • and Warnings bebra mrte uction commences. building component Applicability of design paraneten and proper , 4 O (� 2.2cd wrgrsadon web bracing must be installed where.recon.. incepontion of component is the responsibility of es building designer. ///��� V P 3.Additional temporary tracing to insure stebildy during oon.bucoon 2.Design resumes IM top and bottom chords to b.latently braced at �� 1R Y 15' J!G is the responsibiliy of the erecter.Additional permanent tenting of 2o.c.and at 10 case.respectively unless braced(IC)and/ortout their length by DATE: 7/21/2015 to overall ennuis is be responsibility of the building designer. 3 2s continuo. sheathing or la bre d aired her s drywall(BC). /I heed bridging or rig required where Keown.. A,q U L SEQ. : Ki315 0 4 3 4.No bad should be applied b any component until after all bracing and 4 Innate/on of truss is the re.poneiblliy f the respective convector. fasteners are complete and at no Lima should any beds greater than 5.Design assumes busses are to be used In a noncorrosive environment, TRANS I D: LINK design bads be applied to any component. and are ter`dry condition`of use. 8.Denise assumes NII beading at all supports Blown.Shin or wedge if EXPIRES: 12/31/2016 5.Conqul'rw nsi has no control over and assumes no rsapobilily for the ammy tabrintion.handling.element and installation of components. 7.Design assn„adequate drainage i.provided. July 21,2015 6.This design arnithens tu .hed subject to imitations set forth by B.Plates shall be located on both faces of trues.and placed.ced so scenter TPINJfcA in SCSI,rapes of which will be furnished upon request lines coincide with joint center lees. a Digits ddiwte size of plate in inches. MiTek USA,InciCompuTrus Software 7.6.7SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(Mack) 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. I TC: 2x4 KDDF M16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF M1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=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), 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 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 1OPSF 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 T T T 12 HM-4x4 12 f 8.00 17 3 Q 8.00 M-3x5(S)1111L-3X5 7M-3x5(S) 0 I 0 ti o ro 000 II/� o M-3x7s cs> M3x4 \�.,._ PR pFFss/o �CNGI NE9 M-3x4 ,� ?j9 / / / 89782PE r 1-00 34-00 1-00 JOB NAME : PLAN 2545 ELEV B - H4 -/> Scale: 0.1887 WARNINGS: GENERAL NOTES, unless othervrisenoted: 174x/&,41R OREGON 1.Builder ender erection contractor should be edvie.d or all General Notes 1.This design le based only upon the panmeten shown and is for an individual �� "�^ `'(/ �� Truss: H4 and Warnings before corsbuction commences. building component Applicability of deign parameters and proper R �l :J �j_ 2.2x4 compression web bracing nowt be installed where shown�. InoorporoEon of component is the responsibility of the building designer. V 3.Additional temporary bracing m insure stability during conal¢Eon 2. a.a,mas the cop and bottom horde m be intently brae at PAUL pk\ is the responsibility of the erector.Additional permanent bracing of E....and et 1V blued o.c.respectively unless bed throughout their length by continuous sheathing such as plywood sheethirg(TC)and/or dyvwll(BC). DATE: 7/21/2015 the wenn structure C the responsibility of the building designer. 3.2x Impact bridging or teteral bracing required where shown 5 5 SEQ. : Ki315 0 4 4 4.No bad.houh to applied in ens mnponsnt until after all bracing and 4.Installation of truss is the n.porsibility of the respective contraemr fastens are complete and at no tine should any bads greater then 5.Design assumes busses are to be used in a nonoonosive environment TRANS ID: LINK design loads deapplied to any component. and are br'thy mnainen'wuse. EXPIRES: 12/31/2016 m control5.ConpuTrus has control over and assumes no responsibility for the fie Design assumes roll hearing at all supports shown.shin or wedge if m . fabrication.handing.shipment and installation of components. `°"°" July 2,2015 6.This design is furnished subject to the limitations set forth by 8.Plast s shall gn belocatedo b drainage fan'f truvse,and placed so their center TPINVTCA in SCSI,copies of which Will be famished upon request. in,..coincide with joint center lines. 9.Ups mote size MiTak USA.Inc./CornuuTrus Software 7.6.7-SP2(1L1-E of plate in te This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF A16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 63 2-10=(-252) 1720 3-10=) -235) 192 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2093) 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. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3337) 621 12- 6=(-1436) 391 TOTAL LOAD = 42.0 PSF 7- 8=(-3666) 745 6-13=) -256) 1937 OVERHANGS: 12.0" 12.0" 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.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) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "tic spaci{rg. 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" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" 17-00 17-00 MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" f 1' 1' 7-00-03 9-11-13 8-03-14 1 8-08-02 MAX HORIZ. LL DEFL = 0.138" @ 33'- 6.5" 5-11-09 5-06-06 5-06-06 5-06-06 5-0b-06 5-11-03 MAX HORIZ. TL DEFL = 0.227" @ 33'- 6.5" ,� T T .( 1 4 T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 8.00 M-4x6 ' 8.00 Wind: 140 mph, h=24.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5 ,F,( load duration factor=l.6, 1111111111111 Truss designed for wind loads in the plane of the truss only. M-3x9 M-5x6 4 M-3x5(S M-3x5(5) M-1.5x3 )M-1.5x3 7.111':11111111111111111111L-3x53 +• 7Ai�13M-7x6 12 M-3x8leo %M-4x9 0.i M-3x4 M-5x6 • 0l G O ..4.00 4.00 12 12 1 l 1 1 l l p.Ep P R pFF l l 7-11-11 7-06-13 ), 4-06 9-06 y 9-05-08 1 1 C�` GINE tS's/ 1-0015-06-08 9-00 9-05-08 1-00 ,Vim �N �' °2 34-00 8.782PE 9r JOB NAME : PLAN 2545 ELEV B - H3 / ' Scale: 0.1601 ,, WARNINGS: GENERAL NOTES, unless othorvase noted'. C" ^<0 1.Balder anderaaon contractor should be advised of qui General Notes 1.This design is based on9 upon the perimeters shown and is for an individual -7 OREGON ). Q' Truss: H3 and Wamrps berm construction commends. building component Applidbiity of design parameters and proper ,,"I z.zsb dmnp,eesion web bracing must be instilled whom engem.. incorporation of component is the responsibility or the budding designer_ ,9 Vq 2 P 3.Addiionel temporary bracing m insure sterlity during construction 2.Design assumes the top end bottom chords m los laterally brads.t R Y is the responsibility of the erector.Additional permanent bracing of 7 c.c.and at 117 gees respectively unless braced throughout their length by DATE: 7/21/2015 be overall stricture is the responsibility f the building designer. continuous sheathing such b plywood bracing re uiredw here s ownand/+drywan(Bc). p/d �� dr o 3.ate!masa badging a lateral bracing required where shown�+ �'1 SEQ. : K1315 0 4 5 4.No load should be applied to any component until after all bracing end 4.Im telletion of truss is the responsibility of the respective contractor. Caw Castanets are complete and at time should any b 5.ads greater than Design assumes busses are m be used in•noncorrosive environment, TRANS ID: LINK dawn loads besppedto any component. a aveigoaa dmryesleu bearing at 5.ComprTrus has no control over and assumes nb responsibility bathe EXPIRES: 12/31/2016 necessary. fabrication.Punditry,shipment and inAsaboe of components. 7.Design assumes adequate drainage a provided. July 21,2015 6.This design is nerisned subject to the iset t fad,by H.Plates shall be located on both faces of truss,and placed so their center TPIAA/TCA in SCSI,copies of which will be furnished upon request fes coincide with joint center lies. 9.Digits indicate sae of plate in inches. MiTek USA,Inc/CompuTrus Software 7.8.7-SP2(1 L)-E 10.For basic connector plate design values sea ESR-1311,ESR-1988(MRam Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION s "1Center 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 (Drawings not to scale) Damage or Personal Injury Ira= Dimensions are in ft-in-sixteenths. •11•46. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 1 „ 2. Truss bracing must be designed by an engineer.For 0'/16 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I IL1111>alt p bracing should be considered. O■_ r a z0 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate �' 1— designer,erection supervisor,property owner and plates 0-1/lir 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-1311,ESR 1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907, ESR 2362,ESR 1397, ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that i� Indicated b symbol shown and/or SYP represents values as published specified. �/ bytext in the bracingsection of the by AWC in the 200pr012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. .."„ 15.Connections not shown are the responsibility of others. 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. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® ` Min size shown is for crushing only. Mu18.Use ofreen or treated lumber may y pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Review ng pictures alone DSB-89: Design Standard for Bracing. at MiTek isnotsufficient.BCSI: Buildin Com onent Safet Information, 20.Desi n assumes manufacture in accordance with 9 P Y g Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate , . Cpnnected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013