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Plans (45) NEMN /4S1),01c o -7s "Z,U S4) MiTek MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 18921- JT SMITH- PLAN 2523-AR 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: K2280133 thru K2280172 My license renewal date for the state of Oregon is December 31,2017. 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 OFFS Co�� NGINEFR 0! 89200PE 9r aG OREGON � -1 14, XP :.a44Isih. August 17,2016 Baxter,David IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdictions(s)identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown(e.g.,loads, supports,dimensions,shapes and design codes),which were given to MiTek.Any project specific information included is for MiTek's customer's file reference purpose only,and was not taken into account in the preparation of these designs.MiTek has not independently verified the applicability of the design parameters or the designs for any particular building.Before use,the building designer should verify applicability of the design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2. ALL TRUSS TO BOLDING OOMEC110NB ARETHE REBPONBBLRYOFTFE BOLDING DEIGNBtOREOR 5a-0r !V 17-0' loI w1a� 17.-6'I- I- 2 2 2016 COY 11 L.ABiPX 1 � 1 t�� ASJ1 1 I illJ• 6-12 1181 1 1 I I :1z 'A8J2r0 BJ1 , BJ1 BJ2 1112 BA BJ3 _ 11/4 BJ4 BJ5 I:11 BA _ BA BJB 3 i BJ7 BJ7 BA 9:12 BA RF Z11 * at _ Z2 BABA ZIS a:t 6 a f ZI4 9:12 BA 9:12 E a /------/ + a 4 BA I BA BA Z5 F' \ N, BJ4 ZJ4 n, B:12 BJ3 ZA ' I MUSS* lik. BJ2 B:2 Zr1 8PJ1 :\BJ1 Z I y.4 4 1:12a: Di I Elill if R i I (43,. 1r-0• 4. _ 11'x' 1 1' 4 11'4 4, r-0' 10, ©Copyright CompuTrus Inc.2006 ILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS 1T SMITH 08/16/16 PLACEMENT RUSS CA CU'LATIONS AND ENGINEERED STRUCTURAL INOJECT '- 18921-J REVISION-1: DRGNER/E FOR ALL FURTHER pac'� F Umber INFORMATION.BUILDING JT SMITH-PLAN 2523-AR DESIGNER/ENGINEER OF RECORD �N: DRAWN BY. REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING 1523 / AR-LOT 2 CHECKED BY: DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL & TRUSS COMPANY LIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. EDGEWOOD 0.115"-1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. If T This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-67) 41 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -73/ 909V -10/ 68H 5.50" 0.65 DF ( 625) 2'- 11.0" -66/ 83V 0/ OH 1.50" 0.13 DF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 0.0" 0/ 45V 0/ OH 5.50" 0.07 DF ( 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 = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" 2-11-12 MAX BC PANEL LL DEFL = 0.011" @ 2'- 3.6" Allowed = 0.204" MAX BC PANEL TL DEFL = -0.015" @ 2'- 9.3" Allowed = 0.272" MAX BC PANEL TL DEFL = -0.002" @ 3'- 3.0" Allowed = 0.272" • 12 MAX BORIZ. LL DEFL = -0.000" @ 2'- 11.0" 6.00 MAX HORIZ. TL DEFL = -0.000" @ 2'- 11.0" Design conforms to main windforce-resisting system and components and cladding criteria. 3 -/ Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads os in the plane of the truss only. 0 0 ,±io I I [ 1 .2►� ►t9 1 M-3x4 l 1 l 1-06 5-00 IPAOVIDE FULL BEARING;Jts:2,3,4 ��Ep P R 0FFxs �,SI. ANG'NEF9 /0291' 89200PE JOB NAME : 18921 JT SMITH PLAN 2523-A 3 CAR - AJ1 7/ " Scale: 0.6593 A. WARNINGS: GENERAL NOTEB, unless othervdse noted: 7 OREGON �� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon Me parameters shown and is for an individual w L Truss: AJ1 and Warnings before construction commences. building component Applicability of design parameters and proper L q to ' , 2.244 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. IO }/ 1 A ,2 ON vp.isNIA"- 3.AddNonal temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally brand at '-F L is the responsibility of the erector.Additional permanent bracing of r o.c.and at 10.o.c.respectively unless braced throughout their length by DATE: 8/16/2016 the overall structure is the responsibility of the buildingdesigner. 2scontinuousrapa sheathing such as plywood sheathing(TC)and/or drywall(BC). MFR R I�� sponsi dy gner. 3.2c Impact bridging or lateral bracing required where shown++ S E K2 2 8 013 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. 4 fasteners are complete end at no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 5.CompuTrus has n o control over and assumes no responsibility for the 6.Design aryssumes ull bearing at all suppo s shown.Shim or wedge n EXPIRES: 12/31/2017 fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. August 17,2016 6.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both feces of buss,and placed so their center TPIM?CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) t e This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF H15BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x4 DF 815BTR SPACED 24.0" O.C. 2-3=(-89) 40 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: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -72/ 446V -17/ 96H 5.50" 0.71 DF ( 625) 4'- 9.2" 0/ 61V 0/ OH 5.50" 0.10 DF ( 625) LL - 25 PSF Ground Snow (Pg) 5'- 0.0" -55/ 131V 0/ OH 1.50" 0.21 DF ( 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 = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL - -0.015" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.042" @ 3'- 0.4" Allowed = 0.328" 12 MAX TC PANEL TL DEFL - -0.045" @ 2'- 10.4" Allowed - 0.492" 6.00 MAX HORIZ. LL DEFL - -0.000" @ 4'- 11.2" 3 MAX HORIZ. TL DEFL = -0.000" @ 4'- 11.2" Design conforms to main windforce-resisting 0 system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, End vertical(s) are exposed to wind, O Truss designed for wind loads 'I in the plane of the truss only. 0 I (V O ,_ C O -- f O 2 4�� 1 M-3x4 .Jr )' )' 1-06 5-00 (PROVIDE FULL BEARING;Jts:2,9,3 I ,`c-5 c.D P R OFFscS' 0AGiNEF9 �0 'C� 89200PE -9r" JOB NAME : 18921 JT SMITH PLAN 2523-A 3 CAR - AJ2 `' Scale: 0.6543 - 4ee 189 WARNINGS: G. hRAe iNOTES, unless onhe e e: -7/ % OREGON �� CC 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4 w Truss: AJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper V 2.254 compression web bracing must be installed where shown a, iroorporetion of component is the responsibility of'he building designer. /O y 4'rl O� �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chordate be laterally braced at L N the responsibility of the erecter.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by - ` DATE: 8/16/2016 Me overall structure is therebili of the building designer. continuous0Impactsheathinginltehsspc plywood required ing(eCimon,,) rdrywall(BC). B R IE responsibility ng 3.2x Impact bridging or lateral bracing where shown++ S E K 2 2 8 013 4 4.No load should be applied 0,any component until after all bracing and 4.Installation of buss is the responsibility of the respective contractor. 4 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 5.CompuTnrs has no control over and assumes no responsibility for the 6.Design assumes all bearing at all supports shown.Shim or wedge if EXPIRES: 12/3112017 cosanry. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 8. August 17,2016 This design is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of buss.and placed so their center TPIANfCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 8.Digits indicate size of plate in inches. MiTek USA,Inc/CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1 r This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x9 DF #1&BTR SPACED 24.0" O.C. 2-3=(-81) 31 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" -77/ 316V -12/ 53H 5.50" 0.51 DF ( 625) 1'- 2.9" -50/ 20V 0/ OH 1.50" 0.03 DF ( 625) LL - 25 PSF Ground Snow (Pg) 2'- 0.0" -29/ 26V 0/ OH 5.50" 0.09 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-03-10 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.012" 1 MAX BC PANEL LL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.059" MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.072" 12 MAX BC PANEL TL DEFL = -0.000" @ 1'- 4.0" Allowed = 0.072" 9.00 17 MAX HORIZ. LL DEFL = -0.000" @ 1'- 2.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 2.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 -/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads ' o in the plane of the truss only. I 0 I O f , O 1 M-3x4 J. l J' 1-00 2-00 'PROVIDE FULL BEARING;Jts:2,3,4 ��Eo PRoFF.,, �C� � GINEFR /02 89200PE 9r JOB NAME : 18921 JT SMITH PLAN 2523-A 3 CAR - ASJ1 Scale: 0.7088 ;4111P./.---.."" _ eil WARNINGS: Ghis deignsb unles s onthe parameters 7L OREGON �� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the peremetere shown and is for an individual w Truss: AS J1 and VWmings before construction commences. building component Applicability of design parameters and proper tx 2.4 compression web bracing must be installed where shown.. inangroraation of component is the responsibility of the building designer. /O 14 2O� \>'-V- 2. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at e the responsibility of the erector.Additional permanent bracing of 7 o.e.and at 10'o.e.respectively unless braced throughouttheir length by M DATE: B/16/2016 The overall structure is therebitof the building desi comm�actous sdging or later)h bracings ng red sted sheathing(TC)wheresand/or drywall(BC). "r ��'L� responsibility rg goer. 3.2x Impact bridging or lateral required shown.. .SEK2 2 8 013 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. 4' fasteners are complete and at no time should any loads greater than 5.Design assumes busses 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.5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes ull bearing at all suppo s shown.Shim or wedge if EXPIRES: 12/31/2017 s.q. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August 1/,2016 8.This design is furnished subject to the limitations set forth by 8.Plates shall be locateMiss,d on both faces of ss,and placed so their center TPIM?CA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate see of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) T f This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 7.6" IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-9-(0) 0 i BC: 2x9 DF #1&BTR SPACED 24.0" O.C. 2-3=(-66) 43 TC LATERAL SUPPORT <= 12"OC. SON. 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 PIP 0'- 0.0" -57/ 308V -23/ 80H 5.50" 0.99 DF ( 625) 1'- 9.2" -27/ 27V 0/ OH 5.50" 0.04 DF ( 625) LL - 25 PSF Ground Snow (Pg) 2'- 7.6" -32/ 60V 0/ OH 1.50" 0.10 DF ( 625) 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9.00 7 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" 8 -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL - 0.004" @ 1'- 6.2" Allowed - 0.178" MAX TC PANEL TL DEFL = 0.004" @ 1'- 6.2" Allowed = 0.267" MAX HORIZ. LL DEFL = -0.000" @ 2'- 6.9" MAX HORIZ. TL DEFL = -0.000" @ 2'- 6.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=1.6, oEnd vertical(s) are exposed to wind, I Truss designed for wind loads co in the plane of the truss only. o oa 0o /1111.°°11111/ 4 M-3x4 k l )' l 1-00 2-00 0-07-10 (PROVIDE FULL BEARING;Jts:2,9,3I rij) P R ore GINE .R /O2:r9200PE JOB NAME : 18921 JT SMITH PLAN 2523-A 3 CAR - ASJ2 ,: Scale: 0.8587 WARNINGS: GENERAL NOTES, unless othsrwrse noted: O OREGON G(/Z 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual w Truss: ASJ2 and wamin before construction commences. building component.Applicability of design parameters and proper n W 2.2x4 compression web bracing must be installed where shown a. incorporation of component is the responsibility of the building designer. LSO '7'/ '!)O1 MIN�� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at (� is the responsibility of the erector.AddNonal permanent bracing of I o.c.and at 10.o.c.respectively unless braced throughout their length by M continmus sheathing such as plywood sheathing(TC)and/or drywall(8C). "', -R R 10_ DATE: 8/16/2016 the overall structure is the responsibility of the building designer. 3.a Impact bridging or lateral bracing required where shown a a S F'. K2 2 8 0 13 7 4.No load should be applied to any component until attar all bracing and 4.Installation of boss is the responsibility of the respective contractor. 4" " O fastener.are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment design loads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 5.CompuTrus has no control over and assumes no responsibility for the 8.Design ayseumesfull bearing etall.uppotashown.Shim orwedge if EXPIRES: 12L31/2017 mmssarfabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August 17,2016 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 TPINJTCA 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/CompuTrus Software 7.8.7(1 L)-E 10.For basic connector plate design values sae ESR-1311,ESR-1888(MiTek) 1 r This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 37-03-00 HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TO: 2x9 DF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 76 2-12-(-1610) 4922 3-12=( -134) 276 2x6 DF SS T2, T3 2- 3-(-5686) 1888 12-13=(-2582) 7118 12- 9=( -326) 1982 BC: 2x6 DF SS LOADING 3- 4=(-5674) 1936 13-19=(-2612) 7128 12- 6=(-2928) 1099 WEBS: 2x9 DF STAND LL = 25 PSF Ground Snow (Pg) 9- 5=( 0) 0 14-15=(-2612) 7128 6-13=( 0) 380 TC UNIF LL( 50.0)+DL( 19.0)- 64.0 PLF 0'- 0.0" TO 9'- 0.0" V 9- 6=(-5048) 1770 15-11=(-1544) 4638 13- 7=( 0) 98 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 9'- 0.0" TO 28'- 3.0" V 6- 7=(-7138) 2692 19- 7=( 0) 389 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 19.0)= 64.0 PLF 28'- 3.0" TO 37'- 3.0" V 7- 9-(-4910) 1726 7-15=(-2576) 1178 BC UNIF LL( 0.0)+DL( 90.0)- 40.0 PLF 0'- 0.0" TO 37'- 3.0" V 8- 9=( 0) 0 9-15=( -359) 1458 9-10=(-5520) 1890 15-10=( -169) 368 NOTE: 2x9 BRACING AT 29"OC UON. FOR TC CONC LL( 375.0)+DL( 105.0)= 480.0 LBS 0 9'- 0.0" 10-11=(-5442) 1828 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 375.0)+DL( 105.0)- 480.0 LBS 0 28'- 3.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0" 0.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -957/ 3212V -90/ 99H 5.50" 5.14 DF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 37'- 3.0" -899/ 3031V 0/ OH 5.50" 4.85 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17- ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN nails staggered: XX/ 9" oc in 1 row(s) throughout 2x4 top chords, GOND. 2: Design checked for net(-5 psf) uplift at 29 "cc spacing. /yvy\ 9" oc in 2 row(s) throughout 2x6 top chords, 9" oc in 2 row(s) throughout 2x6 bottom chords, VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 9" oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL - 0.003" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL - -0.009" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.176" @ 15'- 5.3" Allowed = 1.817" ** For hanger specs. - See approved plans MAX TL CREEP DEFL = -0.906" @ 15'- 5.3" Allowed - 2.422" MAX HORIZ. LL DEFL = 0.052" @ 36'- 9.5" MAX HORIZ. TL DEFL = 0.085" @ 36'- 9.5" Design conforms to main windforce-resisting system and components and cladding criteria. 0-05-03 0-05-03 Wind: 140 mph, h-21.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, i-' f-' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 8-11-11 19-06-10 8-08-11 load duration factor=l.6, f ' 'f End vertical(s) are exposed to wind, 4-06-05 4-00-03 6-02-02 7-00-09 6-03-14 4-00-03 4-03-05 Truss designed for wind loads f f f1 f f f,( f f in the plane of the truss only. 8-11-02 8-08-02 1 12 4 800 M-7x8(S) 11A800T 2 6.00 p M-5x64s 0.25" M-3x10 8 M-5x6 ' :16.00 eme - y E 1'L 6T9 7 le- M-1.5x3 M- .5x3 3 + + 0 o M-3x8cv 0 4. 10000.2: 12 13 14 15 **11 of M-3x8 M-3x10 M-3x4 M-1.5x3 M-3x10 0l • M-5x6(5) y 8-04-12 y 7-00-09 y 6-09-01 y 6-10-13 y 8-01-12 y ��ED PRpFF�'d' k y 17-06 y 19-09 y �� NGINEFR /�2 1-06 37-03 `r 89200PE'9'36.2631-6.;7"- JOB ;7"- JOB NAME : 18921 JT SMITH PLAN 2523-A 3 CAR - BH1 Scale: 0.1628 4,4111,11� WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON �CC 1.Builder and erection oanbactor should be advised of all General Notes 1.This design is based only upon the parametere shows and is for an individual / r, Truss: BH 1 and N4mings before construction commences. building component.Applicability of design parameters and proper /� 41 n a ft 1/` 2.2x4 compression web bracing must be installed where shows+. inmgroretion of component is the responsibility of the building designer. /O .<4' 7}/ 14'2P r 3.Additional temporary bracing to insure stability during conshustion 2.Design assumes the top and bottom ccs braced to be laterally Laced at (• N the responsibility of the erector.Additional permanent bracing of 2'oc.and at 1d on.respectively unless throughout their length by M C- wntinuoussheathingsuchasplywooduired ng(TC)and/or drywall(BC). "/..R O'L_ ...- DATE: 8/16/2016 the overall structure N the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ (1 SEQ. : v')2 8 013 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment, TRANS I D• LINK design loads be applied to any component. and are for"dry condhnn"of use. " 5.CompuTnre has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 ry fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August 17,2016 6.This design is furnished subject to the limitations set font truss, so their center by S.Plates shall be located on both faces of ss,and TPINJTCA 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./CompuTrus Software 7.6.7(10-E 10.For baec connector plate design values see ESR-1311,ESR-1988(MiTek) 1 r This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-12=( -825) 2418 12- 3=( 0) 233 BC: 2x4 DF #1&BTR SPACED 24.0" D.C. 2- 3=(-2835) 1037 12-13=( -826) 2415 3-13=(-375) 105 WEBS: 2x4 DF STAND 3- 4=(-2404) 1042 13-14=(-1062) 2512 13- 4=(-220) 674 LOADING 4- 5=( 0) 0 14-15=(-1062) 2512 13- 6=(-660) 390 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2074) 965 15-16=( -862) 2415 14- 6=( 0) 314 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-2074) 965 16-10-) -860) 2418 6-15=(-660) 391 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 8-15=(-220) 674 8- 9=(-2404) 1042 15- 9=(-375) 104 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2835) 1037 9-16=( 0) 233 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 76 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 18.0" 18.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -470/ 1746V -139/ 139H 5.50" 2.79 DF ( 625) 37'- 6.0" -470/ 1746V 0/ OH 5.50" 2.79 DF ( 625) M-1.5x4 or equal at non-structural vertical members (uon). 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 = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.186" @ 12'- 0.0" Allowed = 1.829" MAX TL CREEP DEFL = -0.389" @ 18'- 9.0" Allowed = 2.439" MAX LL DEFL = 0.013" @ 39'- 0.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ 39'- 0.0" Allowed = 0.200" MAX HORIZ. LL DEFL = -0.071" @ 37'- 0.5" MAX HORIZ. TL DEFL = 0.114" @ 37'- 0.5" 14-04-12 8-08-08 14-04-12 T T T T 14-04-12 3-06-15 7-06-05 12-00 Design conforms to main windforce-resisting .( system and components and cladding criteria. 6-02-13 5-05-11 6-00 1-01➢-00-08 6-00 5-05-11 6-02-13 'I' 4' 4' 1' '1' '1' T 4' 4' Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12-00 12-00 load duration factor=l.6, T f 5 7 1' T End vertical(s) are exposed to wind, 1212 Truss designed for wind loads 6.00 M-3x5(S) M-3x5(S) ' :j6.00 in the plane of the truss only. + M-4x6 M-3x8 M-4x6 4 6 r M-3x4 3 ZN3x4 O O rH ,-t � \ o I M-3x8 M-1"5x3 M-3x8 4.25" M-3x8 M-1"5x3 M-3x8 1 G C PR M-5x6(5) © �C�E� Op`ss 1 y y l l y b ` NG I N EF /O 1 l 6-01-01 5-05-11 7-02-04 7-02-04 5-05-11 6-01-01 1 l �� R 2 1-06 37-06 1-06 :9200PE c" JOB NAME : 18921 JT SMITH PLAN 2523-A 3 CAR - BH4 Scale: 0.1575 ,KO APP, WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 7 OREGON tt,� 44/ Truss: BH 4 and Warnings before construction commences. building component.Applicability of design parameters and proper G 4, lis /` 2.204 compression web bracing must be installed where shown+.construction2.Design assumes the top and bottom chords to be laterally breoetl at L incorporation of component is the responsibility of the building designer. <O l/ 4'2 O\ �1 3.Additional temporary bracing to insure stability during construction r M the responsibility of the erector.Additional permanent Matting of 2 o.c.and at 10.o.c.respectively unless braced throughout their length by DATE: 8/16/2016 the°verso ebuctse is the rebili of the bulai desi continuous sheathing ater as plywood airedsheatwhere s and/or drywell(BC). MFR R I�� sportsi ty n9 goer. 3.2z Impact badging or lateral bracing required where shown++ SEQ. : K2 2 8 013 9 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a non-corrosive environment, TRANS I D• LINK design loads be applied to any component. and are or"dry condemn'of use. • 5.CompuTnn hes no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 fabrication,handing,shipment ry. } sujntaoMelimiia000fcotorhby 7.PadsshallbeelneedoneothfageioMiss,a August 17,2016 6.This design is furnished subject to Ne limitations set forth by 8.Plates shall be totaled on both faces of truss,and dated so their center TPIMWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. g.Digits indicate size of plate in inches. MiTek USA,Inc/CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1 r This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 29.0" O.C. 2-3=(-61) 69 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" -97/ 299V -13/ 57H 5.50" 0.48 DF ( 625) 1'- 2.9" -75/ 115V 0/ OH 1.50" 0.18 DF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 98V 0/ OH 5.50" 0.08 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.001" @ 0'- 9.4" Allowed = 0.066" MAX TC PANEL TL DEFL = -0.001" @ 0'- 9.8" Allowed = 0.099" 1-03-10 MAX BC PANEL LL DEFL - 0.006" @ 2'- 8.6" Allowed = 0.254" f f MAX BC PANEL TL DEFL - -0.026" @ 3'- 3.8" Allowed = 0.339" 12 MAX HORIZ. LL DEFL - -0.000" @ 1'- 2.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 2.9" 9.00 177 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. ' ko o 0 I o f ,-I co 1 M-3x4 ), l .6 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 6-00 ��Ep PR press -44 ct- ��5 �NGtNEF9 /0 2 89200PE yr JOB NAME : 18921 JT SMITH PLAN 2523-A 3 CAR - BJ1 � Scale: 0.6771 ;� WARNINGS: GENERAL NOTES, unless otherwise noted: '�! OREGON �� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual L Truss: BJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper L 47 I `'\ 2.2ii4 compression web bracing must be insblbd where shown+, incorporation of component is the responsibility of the building designer. /O l/ 1 A '1°\ �--y� 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and botrom chards b be laterally braced at V 1 is the responsibility of the erector.AddNonal permanent bracing of Y c.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 8/16/2016 the overall structure is the responsibility of building dee. continuous sheathing such l b aciplyng red airedsheathing(TC)ownand/+dryxall(BC). I R R I�� aponsi ly o g goer. 3.2x Impact bodging or labral bracing required where shown++ SEQ.: K2 2 8 014 0 4.No bad should be applied to any component until after all bracing and 4.Inabllabon of truss is the responsibility of the respective contractor. fasteners are complete and at no bine should any loads greater than S.Design assumes basses are to be used in a noncorrosive environment, design loads be applied b any component and are far"dry condition"of use. TRANS I D: LINK 6.CampuTrus has no control over and assumes no responsibility for the 6.Design assumes toll bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 ssary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August 1 7,201 6 6.This 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 TPIIWTCA in SCSI,copies of which will be tumished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MITek USA,Inc./CetepuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MGek) 1 t This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x9 DF #1&BTR SPACED 24.0" O.C. 2-3=(-61) 59 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" -41/ 310V -25/ 87H 5.50" 0.50 DF ( 625) 2'- 6.9" -121/ 111V 0/ OH 1.50" 0.18 DF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 51V 0/ OH 5.50" 0.08 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 2-07-10 MAX TC PANEL LL DEFL = -0.005" @ 1'- 6.2" Allowed = 0.178" MAX TC PANEL TL DEFL = -0.010" @ 1'- 6.2" Allowed = 0.267" f "r MAX BC PANEL LL DEFL = 0.008" @ 2'- 8.6" Allowed = 0.254" MAX BC PANEL TL DEFL = -0.032" @ 3'- 3.8" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.000" @ 2'- 6.9" 9.00 V MAX HORIZ. TL DEFL - 0.000" @ 2'- 6.9" 3 -f Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 (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 of in the plane of the truss only. c 0 O N a I I: 10000 1030' -, 1 M-3x4 .6 k y 1-00 'PROVIDE FULL BEARING;Jts:2,3,9 16-00 74tS�� G P EF9 s/O 2 :9200PE �v JOB NAME : 18921 JT SMITH PLAN 2523-A 3 CAR - BJ2 • Scale: 0.6396 4L4-11111111 � _. WARNINGS: G.ThRAe NOTES, unlessy otherwisenheparameters , O R E G O N t�� . Truss: BJ2 1.Builder and emotion contractor should be advised of all General Notes Thisldesign is based only upon y n p esign a r mown and is roper individual -7, and Warnings before construction commences. building component Applicability of design parameters and proper ys pression we g mus incorporation of component is me responsibility of the building designer. 1 20 1 2.2x3 cora b bracing [be installed where shown,. i^ /O 1. 14, r 3.Additional temporary bracing to insure stability during nonstruction 2 Design assumes the top and bottom chords n be laterally braced at A tame responsibility of the erector.Additional permanent bracing of 2.o.c.and at 10 o.c.respectively unless braced throughout their length by a[- DATE: 8/16/2016 me overall structure is the responsibility of the building designer. continuoussteamingsuchas plywooduiredsheathing(TC)and/or drywall(BC). RRI�� v 3.Ir Impact bridging or lateral bracing required where shown ba SEQ.: K2 2 8 0141 4.No load should be applied to any component until after all bracing and 4.Installation of tures is the responsibility of the respective contractor. fastener:are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 6.Design 5.CompuTrus has no control over and assumes no responsibility forme assumes full bearing at all supports shown.Shim or wedge if nece asary. EXPIRES: 12/31/2017 fabrication,handling,shipment and installation ofcforth Me. 7.Design assumes adequate drainage is provided. Augusta 17,2016 6.This design is furnished subject to the limitations set forth by 8.Plates shall be Malted on both faces of truss,and placed so their center TPIM?CA in BCSI,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,)nciCompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) T 1 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-65) 72 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" -34/ 346V -37/ 118H 5.50" 0.55 DF ( 625) 3'- 10.9" -116/ 130V 0/ OH 1.50" 0.21 DF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 58V 0/ OH 5.50" 0.09 DF ( 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 = 0.079" 3-11-10 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" ,rMAX TC PANEL LL DEFL = 0.020" @ 2'- 2.2" Allowed = 0.290" MAX BC PANEL TL DEFL = -0.043" @ 3'- 1.4" Allowed = 0.339" 12 MAX HORIZ. LL DEFL - -0.000" @ 3'- 10.9" 9.00 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 'I Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, pTruss designed for wind loads I in the plane of the truss only. 0 0 m o /- a 1 M-3x4 J. l y 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,3,4 I <�;Eo PROF-6:0 l cANGINEFR iO 444 89200PE �r JOB NAME : 18921 JT SMITH PLAN 2523-A 3 CAR - BJ3 �� Scale: 0.5818 `` _ WARNINGS: GENERAL NOTES, unless othervnse noted: • OREGON ✓.�� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: BJ3 and Nhmings before construction commences. building component Applicability of design parameters and 2.2x4compression b incorporation of component is the responsibility proper t, A. pression we bracing must be installed where shown+, sponai dY of the building designer. L,O q 1' ' ^O�µ 1 3.Addibonal temporary bracing to insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced at ,` P s the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'o.c.respectively unless braced throughout their length by CO DATE: 8/16/2016 the overall structure is the rebei continuous sheathing such as plywood sheet wherec)and/or drywan(BC). MFR R II-\- v sponsi ty of the building designer. 3.a Impact bridging or labral bracing required shown++ SEQ. : K2 2 8 014 2 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes Busses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for.dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the fit Design assumes full hearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 fabrication,handlin shipment nacossary. g, prrentantlielimitionoicomponenls. 7.Design assumes adequate donbodrainage ispruss,a. August 17,2016 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 TPIANfCA in BCS(,copies of which will he furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,InciCompuTrus Software 7.6.7(1 L)E 16 For basic connector plate design values see ESR-1311,ESR-1988(MiTek) t This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE - 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x9 DF #1&BTR SPACED 24.0" O.C. 2-3-(-114) 91 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -32/ 384V -99/ 199H 5.50" 0.61 DF ( 625) 5'- 2.9" -103/ 152V 0/ OH 1.50" 0.24 DF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 69V 0/ OH 5.50" 0.11 DF ( 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. 1 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.012" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.016" 5-03-10 MAX TC PANEL LL DEFL = 0.075" @ 3'- 0.3" Allowed = 0.401" T MAX TC PANEL TL DEFL = -0.074" @ 3'- 0.4" Allowed = 0.601" 3 -/ MAX HORIZ. LL DEFL = -0.001" @ 5'- 2.9" 12 MAX HORIZ. TL DEFL = -0.001" @ 5'- 2.9" 9.00 7 ') Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, End vertical(s) are exposed to wind, o Truss designed for wind loads I in the plane of the truss only. 0 0 c 0 aIWAMIIIIIIIIMill 0 1 M-3x9 l ), l 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,3,9 ^^\�,`0 g PR �/o 4 17 89200PE r JOB NAME : 18921 JT SMITH PLAN 2523-A 3 CAR - BJ4 ` ,� Scale: 0.5325 WARNINGS: GENERAeNOTsb, unlesson Me ie: -y' 47 OREGON 4.4./ Truss: 1.Builder and creation contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: BJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incoryoretion of component is the responsibility of the building designer. <O )/ ^ '2 O� �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at V (� is the responsibility of the erector.Additional pemeneM bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ��ry//_ continuous sheathing such as plywood sheathing(TC)andlor drywrall(BC). "' R A 0'- DATE: 8/16/2016 Me overall structure is the responsibility of the building designer. 3.aimpact bridging or lateral bracing required where shown++ (l SEQ. : K2 2 8 014 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 noncorrosive environment, TRANS ID: LINK design loads be applied to any component. end are or"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design ry.mea fu"bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 fabrication,handling,shipment end installation of components. 7.Design assures adequate drainage is provided. August 17,2016 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of buss,and placed so their center TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #15BTR LOAD DURATION INCREASE = 1.15 1-2-) 0) 68 2-5-(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-152) 105 3-4=( -43) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 7.6" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -34/ 399V -59/ 189H 5.50" 0.64 DF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 DF ( 625) 6'- 0.0" -141/ 229V 0/ OH 1.50" 0.29 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed = 0.100" 4 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.000" @ 6'- 7.6" Allowed - 0.064" MAX TL CREEP DEFL = -0.001" @ 6'- 7.6" Allowed - 0.085" ,,/ MAX TC PANEL LL DEFL - 0.116" @ 3'- 4.8" Allowed = 0.459" MAX TC PANEL TL DEFL = -0.121" @ 3'- 5.0" Allowed = 0.689" 12 9.00 17 MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.002" @ 5'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), oload duration factor=1.6, rn End vertical(s) are exposed to wind, i Truss designed for wind loads `: in the plane of the truss only. o f , I 111.- 1 5 11111.11 O 1 M-3x4 J, b l l 1-00 6-00 0-07-10 (PROVIDE FULL BEARING;Jts:2,5,3 I ��EO P R OFFS, �Nc.,<(, � ANGINE&•R s, C.' :9200P_ -571-- JOB NAME : 18921 JT SMITH PLAN 2523-A 3 CAR - BJ5 `.40�� Scale: 0.5060 WARNINGS: GENERAL NOTES, unless othervise noted: scC 1.Builder and erection contractor should be advised of all General Nobs 1.This design is based only upon the parameters shown and is for an individual 41/ Truss: BJ5 and Wamingsbefore construction commences. building oamponentApplicability ofdesign paremetersand proper Z- 4, .\D, A, 2.2c4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. /O )/Xi '2-C) ry O �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et 4 (i is the responsibility of the erector.Additional pennenent bracing of 2'Oa.end at 10'o.c.respectively unless braced throughout their length by ^ NI /� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). R R I L``' DATE: 8/16/2016 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown r SEQ. : K2 2 8 014 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respectve contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. and are for'dry condition"of use. TRANS I D: LINK 5.CompuTrus has no control over and assumes no responsibility for the 6.Design ayssumes full bearing et all supports shown.Shim or wedge g EXPIRES: 12/31/2017 mmAarfabrieatron,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August 17,2016 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both tacos of truss,and placed so their center TPI/W1CA 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./CompuTru3 Software 7.6.7(1 L)-E 10.For basic connector plata design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0 BC: 2x9 DF #1&BTR SPACED 24.0" O.C. 2-3=(-215) 192 3-9-) -85) 39 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -79/ 212H 5.50" 0.60 DF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 DF ( 625) 5'- 11.2" -198/ 344V 0/ OH 1.50" 0.44 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.6" -13/ 2V 0/ OH 1.50" 0.00 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR SOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 4 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.079" @ 2'- 11.8" Allowed = 0.959" r) MAX TC PANEL TL DEFL = -0.067" @ 2'- 11.9" Allowed = 0.689" MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" 2• 7 3Design conforms to main windforce-resisting system and components and cladding criteria. 6Wind: 190 mph, h=22.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, • (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, • End vertical(s) are exposed to wind, o Truss designed for wind loads I in the plane of the truss only. -s0 I I 0 c .IFAI_LMINIIIMIIIIIIIIIIIIIIIIIIIII -/o1/00:0 M-3x4 y 1-00 y 6-00 y 1-11-10 y •<<-n D P R OFF`s (PROVIDE FULL BEARING:Jts:2,5,3,9 I �''D OAG,INER S/0A� v 89200PE-44 �r JOB NAME : 18921 JT SMITH PLAN 2523-A 3 CAR - BJ6 /,i Scale: 0.4476 WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON �Q 1.Builder and erection contractor should he advised of all General Notes 1.This design's based only upon the parameters shown and is for an individual A- Truss: BJ6 and Warnings before consbuction commences. building component.Applicability of design parameters and proper G 4, � .` 2.204 compression web bracing must be instated where shown+, incoryorstion of component is the responsibility of Me building designer. �O ")"" ^ 2-°1 �� 3.Additional temporary bracing to insure stability during construction BIIG2.Design assumes the tap and bottom chords to be laterally braced at Y is the responsibility of the crater.Additional permanent bracing of 2'o.c.and at 10 o.c.respectively unless braced throughout their length by M continuous aheathing such as plywood sheathing(TC)and/or drywall(BC). "z -.R fl C']I1 DATE: 8/16/2016 Me overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ S E K2 2 8 014 5 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 complete and at no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: LINK H.CompuT us has no control over and assumes no responsibility or he 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/a1/2017 cessary. fabrication.handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. August USt 17,2016 6.This design is furnished subject to the limitations set forth by S.Plates shall be located on both faces of buss,and placed so Meir center TPIMI1 CA in BCS1.copies of which will be furnished upon request. lines coincide with joint caner lines. 8.Digits indicate size of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.7(1L)-E Is For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 3.6" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0 BC: 2x9 DF #1&BTR SPACED 29.0" 0.0. 2-3-(-265) 236 3-4=( -92) 90 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 377V -86/ 295H 5.50" 0.60 DF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 DF ( 625) 5'- 11.2" -215/ 358V 0/ OH 1.50" 0.46 OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 3.6" -41/ 66V 0/ OH 1.50" 0.11 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed - 0.100" 4 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX TC PANEL LL DEFL = 0.055" @ 3'- 4.9" Allowed = 0.959" MAX TC PANEL TL DEFL = -0.066" @ 2'- 11.9" Allowed = 0.689" (� MAX HORIZ. LL DEFL = -0.003" @ 9'- 2.9" MAX HORIZ. TL DEFL = -0.003" @ 9'- 2.9" o --1111111111111111111111.1.-.1,4 12 Design conforms to main windforce-resisting 9.00 system and components and cladding criteria. 3 17 Wind: 190 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, �0 End vertical(s) are exposed to wind, Truss designed for wind loads o in the plane of the truss only. 0 0 0 ri a -/ O 1 M-3x4 J, 1-00 y 6-00 y 3-03-10 y �� D P R ores O 'PROVIDE FULL BEARING;Jts:2,5,3,9 I r�5� `.. 'NEF�4 `r/2 89200PE yr JOB NAME : 18921 JT SMITH PLAN 2523-A 3 CAR - BJ7 4111"�� Scale: 0.4008 WARNINGS: GENERAL NOTES, unless otherwise noted: '�y OREGON . 1.Builder and erection conbactor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: BJ7 and VWmingsbefore construction commences. building component.Applicability of design parameters and proper G N� ,41./ 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. �O q)/ '2-C) �O �� 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at (� (� is the responsibility of the erector.Additional permanent bracing of 2'rrds and at 1ty o.c.respecnvely unless braced throughout their length by [rte DATE: 8/16/2016 the overall structure is the responsibility f the building desi m lm nus sheathinging such as plywood re mend where shown)and/or tlrywall(BC). �`R R I b- sponsi ty o g goer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : DI')')8 014 6 4.No load should be applied to any component until after all bracing and d.Installation of buss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment. TRANS I D• LINK design loads be applied to any component. and are or"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility forts 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 ry fabrication,handling,shipment and installation of oomponents. 7.Design assumes adequate drainage is provided. August 17,2016 8.This 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 TPINJFCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sire of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(0) 0 BC: 2x9 DF #1&BTR SPACED 24.0" O.C. 2-3=(-315) 269 3-9=(-115) 50 TC LATERAL SUPPORT <= 12"00. DON. LOADING 4-5=( -93) 0 BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 7.6" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 375V -96/ 288H 5.50" 0.60 DF ( 625) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -229/ 378V 0/ OH 1.50" 0.48 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10'- 0.0" -105/ 172V 0/ OH 1.50" 0.22 DF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 5 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 4 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.000" @ 10'- 7.6" Allowed = 0.064" MAX TL CREEP DEFL = -0.001" @ 10'- 7.6" Allowed = 0.085" Ij MAX TC PANEL LL DEFL - 0.052" @ 3'- 4.9" Allowed = 0.459" MAX TC PANEL TL DEFL = -0.063" @ 2'- 11.9" Allowed = 0.689" MAX HORIZ. LL DEFL = -0.004" @ 9'- 11.2" MAX• HORIZ. TL DEFL = -0.004" @ 9'- 11.2" 12 9.00 17 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ko (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0o load duration factor=1.6, End vertical(s) are exposed to wind, o Truss designed for wind loads I m in the plane of the truss only. 0 a -, o 6 10-7...7.,A1 I 1 0 M-3 x 4 y 1-00 y 6-00 y 4-07-10 y \CD �NGP EC-tY/ (PROVIDE FULL BEARING;Jts:2,6,3,9 /L Q v 89200PE r". JOB NAME : 18921 JT SMITH PLAN 2523-A 3 CAR - BJ8 `/�" ��- Scale: 0.3729 WARNINGS: GENERAL NOTES, unless otherwisenoted: WI OREGON �� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: BJ8 end Warnings before construction commences. building component Applicability of design parameters and proper Z- 47 Additional tempo1tx A, 2.2x4 compression web bracing must be installed where shown t. incoryorotion of component is the responsibility of the building designer. �O }/ y 4'r�O �� 3. temporary bracing to insure stability during construction 2.Design assumes the top and bottom chards b he labially braced at 1 4 is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o.c.respectively unless braced throughout their length by - \ DATE: 8/16/2016 the overall structure is the rebir f the building desi continuous sheathing later l b aciplyng re red where ownand/ drywall(BC). �`R R sponsi itY o g goer. 3.2z Impact bddging or lateral bracing required where shown.. SEQ. : K2 2 8 014 7 4.No load should be applied to any component until after all bracing and 4.Installation of buss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry coda bear of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.D esign assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 ry fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August 1/,2016 S.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 TPIN ICA 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./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plats design values see ESR-1311,ESR-1988(MiTek) I This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(0) 0 BC: 2x9 DF #166TH SPACED 24.0" O.C. 2-3=(-354) 330 3-4=(-167) 121 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -51) 25 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 376V -112/ 316H 5.50" 0.60 DF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -229/ 366V 0/ OH 1.50" 0.97 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -123/ 189V 0/ OH 1.50" 0.24 DF ( 625) 11'- 11.6" -27/ 47V 0/ OH 1.50" 0.08 DF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. 5 VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 �( MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" (N MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.054" @ 3'- 4.9" Allowed = 0.459" MAX TC PANEL TL DEFL = -0.065" @ 2'- 11.9" Allowed = 0.689" 4 MAX HORIZ. LL DEFL = -0.005" @ 11'- 10.9" 0 MAX HORIZ. TL DEFL = -0.005" @ 11'- 10.9" 12 Design conforms to main windforce-resisting 9.00 177 system and components and cladding criteria. Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS)Dir), load duration factor=1.6, 3 o End vertical(s) are exposed to wind, I Truss designed for wind loads c in the plane of the truss only. y( o N I o, 0 v L I o M-3x4 J, 1-00 y 6-00 y 5-11-10 y NS�°�NG P EF..s/q (PROVIDE FULL BEARING;Jts:2,6,3,9,5 ✓�� ' 89200PE r • • JOB NAME : 18921 JT SMITH PLAN 2523-A 3 CAR - BJ9 Scale: 0.3925 ��_ WARNINGS: GENERAL NOTES, unless otherwise noted: 0 OREGON �. 1.Builder end erection contractor should be advised of all General Notes 1.This design C based only upon the parameters shown and is for an individual [ Truss: B J 9 and Warnings before construction commences. building component.Applicability of design parameters and proper �� ON�N ;'` 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. /O 1^ ' 3.Additional temporary bracing to insure stability during constu Eon 2.Design assumes the top and bottom chords to be laterally braced at '-t A N the responsibility of the erecter.Additional permanent bracing of 7 o.c.and at ea o.c.respectively unless braced throughout their length by /^�//- l continuous sheathing such as plywood hone)and/or dryvnll(BC). "'�P R I u\- DATE: 8/16/2016 t e overall structure is the responsibility of the building designer. 3.h Impact bridging or lateral bracing required where shown++ 1 l S E K 2 2 8 014 8 4.No load should be applied to any component until after all bracing and 4 Installation of tures is the responsibility of the respective contractor. 4' ' fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 8.Design assumes full bearing at all supports shown.Shim or wedge if th 5.CompuTrus has no control over and assumes no responsibility for e neaesary. EXPIRES: 12/31/2017 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. d August 17,2016 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and aced so their center TPIMTCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. S Digits indicate size of plate in inches. MiTek USA,InciCompuTrus Software 7.6.7(1L)-E 1D.For basic connector plate design values see ESR-1311.ESR-19813(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 11.8" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE - 1.15 1-2=) 0) 76 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-64) 23 TC LATERAL SUPPORT 0= 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: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -117/ 432V -11/ 74H 5.50" 0.69 DF ( 625) 1'- 9.2" -70/ 39V 0/ OH 5.50" 0.06 DF ( 625) LL - 25 PSF Ground Snow (Pg) 2'- 11.8" -32/ 69V 0/ OH 1.50" 0.11 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 6.00 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 = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed - 0.200" MAX TC PANEL LL DEFL - 0.003" @ 1'- 0.9" Allowed = 0.177" MAX TC PANEL TL DEFL = 0.002" @ 1'- 0.9" Allowed - 0.266" MAX HORIZ. LL DEFL = -0.000" @ 2'- 11.0" 3 MAX HORIZ. TL DEFL = -0.000" @ 2'- 11.0" Design conforms to main windforce-resisting /' system and components and cladding criteria. Wind: 140 mph, h-19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), °J load duration factor=1.6, 0 I End vertical(s) are exposed to wind, Truss designed for wind loads I in the plane of the truss only. o 7' p 2' 4 01110- 11 1 M-3x4 1 1 1 1 1-06 2-00 0-11-12 'PROVIDE FULL BEARING;Jts:2,4,3 I �`�-�E0 P R OFFss Co. �\GIN�FR /0 44, 17 CC :9200PE - JOB NAME : 18921 JT SMITH PLAN 2523-A 3 CAR - BSJ1 Scale: 0.8418 1 WARNINGS: G.Thisdedesign NOTES, unless onhise noted: • , OREGON �>.�� 1.Builder and erection contractor should be advised of all General Notes 1. design te based only upon the parameters shown and is for an individual Truss: BSJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper n 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility able building designer. L/O -7 ' 1 4'‘l°.\ 10 -\ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 1 �r is the responsibility f the erecter.AdtlNoml 2'o.c.and at 10'0.5.respectively unless braced throughout their length by /1/ RR 1 0. sponsi ty o permanent bracing of continuous sheathing such as plywood sheathing(TC)andfor drywall(BC). R RIs-\_ v DATE: 8/16/2016 Me overall structure is the responsibility of the building designer. 3.2x Impact bddgirg or lateral bracing required where shown++ SEQ. : K2 2 8 015 0 4.No load should be applied to any component until after all bracing and 4.Installation of tures is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, de' loads baa ed to any and are for"dry contlNon"of use. TRANS ID: LINK 5.C nTushasnowcontrolovecomponent. 8.Design assumes full bearingatall supportshhown.Shimorwedgei EXPIRES: 12/31/2017 mpu responsibility for the mmry fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is dad. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be boated on both faces truss,and placed so their center August 17,2016 TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sire of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values sea ESR-1311,ESR-1988(MiT(*) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.8" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TO: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-105) 47 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: 18.0" 0.0" TOTAL LOAD = 42.0 PIF 0'- 0.0" -93/ 431V -22/ 120H 5.50" 0.69 DF ( 625) 1'- 9.2" -46/ 152V 0/ OH 5.50" 0.24 DF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.8" -67/ 144V 0/ OH 1.50" 0.23 DF ( 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 = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.005" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 5'- 11.0" 12 MAX HORIZ. TL DEFL = -0.001" @ 5'- 11.0" 6.00 3 Design conforms to main windforce-resisting 0 system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads m in the plane of the truss only. 0 0 A o r_ I lirgill 0 2► 4► -/ 1 M-3x4 l 1 ,, y 1-06 2-00 3-11-12 (PROVIDE FULL BEARING;Jts:2,4,3 N`'��< G'P E ,q `r�o :9200P yr JOB NAME : 18921 JT SMITH PLAN 2523-A 3 CAR - BSJ2 �� Scale: 0.5957 trim WARNINGS: GENERAL NOTES, unless otherwise noted: 47 OREGON �.4 1.Bainter and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an irMividual Truss: BSJ2 and Warnings before construction commences. building component.Applicability of des parameters tr�� design parooma proper µ compression webg corporation of component is the responsibility f the building designer. ^O� 2.2x4 cobracing must be instilled where shown+. i^ <0 / 14, (� 3.Additional temporary Waring to insure stability during construction 2.Design assumes the top and sly un chords to be laterally braced at A s the responsibility of the erector.Additional permanent bracing of 2'o.c.ou at 10'o.c.respectively unless braced throughout their length by l_-\_ a• `_ DATE: 8/16/2016 the overall structure is the responsibility of the buildingplea continuous sheathing such as plywood required ng(TC)and/or drywall(BC). �`R R 1v sponsi ty designer. 3.2x Impact bridging or lateral bracing where shown++ SEQ. : K 2 2 8 0151 4.No load should be applied to any component until after all bracing and 4 Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment TRANS I D' LINK design loads be applied b any component and are or"dry condition"of use. 5.dent l rus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if scary. EXPIRES: 12/31/2017 fabrication,handling,shipment and instillation of components. 7.Design assumes adequate drainage is provided. August 1 7,2016 forth b 6.This design is famished subject to the limitations set forth by 6.Plates shall be located on both feces of truss,and placed so their center TPI/WTCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MITek USA,IDC./CompuTrus Software 7.6.7(1 L)E 10.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) ` ` This design prepared from computer input by 11 Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2690) 578 1- 9=(-435) 2322 2- 9=(-223) 202 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-2449) 550 9-10=(-286) 1978 9- 3=( -26) 462 WEBS: 2x4 DF STAND 3- 4=(-1759) 481 10-11=(-301) 1965 3-10=(-694) 253 LOADING 4- 5=(-1759) 469 11- 7-(-441) 2344 10- 4=(-254) 1168 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6-(-2494) 534 10- 5=(-720) 258 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2754) 563 5-11=( -17) 501 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 76 11- 6=(-277) 194 OVERHANGS: 0.0" 18.0" LL - 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA JT 1: Heel to plate corner = 2.75" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -221/ 1564V -212/ 203H 5.50" 2.50 DF ( 625) ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 37'- 3.0" -285/ 1742V 0/ OH 5.50" 2.79 DF ( 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 = -0.134" @ 18'- 6.0" Allowed = 1.817" MAX TL CREEP DEFL = -0.318" @ 18'- 6.0" Allowed = 2.422" MAX LL DEFL = 0.013" @ 38'- 9.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ 38'- 9.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.059" @ 36'- 9.5" MAX HORIZ. TL DEFL = 0.098" @ 36'- 9.5" Design conforms to main windforce-resisting system and components and cladding criteria. 18-06 18-09 T f T Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6-03-11 6-01-02 6-01-02 6-01-02 6-01-02 6-06-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4' 4' 4' 4' 4' .' 4' load duration factor=1.6, 12 12 End vertical(s) are exposed to wind, 6.00 M-4x6 .S16.00 Truss designed for wind loads in the plane of the truss only. 4.0" 4 4`r( M-5x8(5) ! M-5x8(S) 3.1' 111111111 0.25" 0.25" 3 5 M-1.5x3 +1 111111100:-1. 5X3 2 + +. N M-3x8 CD `t o 10 mm r -�(� p 1** 9 18hh it �'c o M-3x4 .25M-3x4 M-3x8 7 M-5x8(S) o ��Ep PR OFFS 1 1 9-04-05 9-01-11 y 9-01-11 y 9-07-05 y ��'� ANG INEF,qs�l yyO"._ 37-03 1-0604,:., :9200P 'JOB NAME : 18921 JT SMITH PLAN 2523-A 3 CAR - ClScale: 0.1626t WARNINGS: GENERAL NOTES, unless otherwise noted: ' OREGON � 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: Cl and Warnings before construction commences. building component.Applicability of design pareneters and proper 2.244 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. �< �i9 2-'3 O� *� 3.Additional temporary bredng to insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced at O 1(} •G �� is the responsibility of the erecter.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 8/16/2016 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �`R R I" the overall structure is the responsibility of the budding designer. 3.2x Impact bridging or lateral bracing required where shown*+ S E Q. •• K2 2 8 015 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than S.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are ford y condition"of use. 8.Com Trus has no control over and assumes no re 6.Design assumes full bearing at all supports shown.Shim or wedge t EXPIRES: 12/31/2017 neoespu sponaibility for the sary fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August 1!,2016 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 TPINYrCA 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./Compulrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) r This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-10=(-394) 2402 3-10=(-276) 195 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-2775) 555 10-11=(-272) 2013 10- 4=( -17) 501 WEBS: 2x4 DF STAND 3- 4=(-2516) 527 11-12=(-294) 1984 4-11=(-719) 258 LOADING 4- 5=(-1780) 474 12- 8=(-435) 2363 11- 5=(-248) 1185 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1780) 474 11- 6=(-720) 258 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2516) 527 6-12=) -17) 501 TOTAL LOAD = 42.0 PSF 7- 8=(-2775) 555 12- 7=(-276) 195 OVERHANGS: 18.0" 18.0" 8- 9=( 0) 76 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" -284/ 1746V -217/ 217H 5.50" 2.79 DF ( 625) 37'- 6.0" -284/ 1746V 0/ OH 5.50" 2.79 DF ( 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 = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.140" @ 18'- 9.0" Allowed = 1.829" MAX TL CREEP DEFL = -0.331" @ 18'- 9.0" Allowed = 2.439" MAX LL DEFL = 0.013" @ 39'- 0.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ 39'- 0.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.061" @ 37'- 0.5" MAX HORIZ. TL DEFL = 0.101" @ 37'- 0.5" 18-09 18-09 ,1. ' ,f Design conforms to main windforce-resisting 6-06-11 6-01-02 6-01-02 6-01-02 6-01-02 6-06-11 system and components and cladding criteria. 4 f ,f ,r T -r Wind: 140 mph, h=23.9ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 M-4x6 '" J6.00 load duration factor=1.6, 4.0" End vertical(s) are exposed to wind, 5 Truss designed for wind loads ` in the plane of the truss only. M-5x8(5) - IaM-5x8(S) 3.1" 00404444, .25" 0.25" 1. Npop M-1.5x3M-1.5x3 + +. 0 © 1cp " M-3x8 M-3 x4 la.25" M-312 x4 M-3x8`\ � P R M-5x8(S) 5'`�� IN EG 0Fss J, k J, J, J, E. / J• y 9-07-05 9-01-11 9-01-11 9-07-05 y y �C '9 2 1-06 37-06 1-06 , . :9200PE Tr JOB NAME : 18921 JT SMITH PLAN 2523-A 3 CAR - C2 44000„," Scale: 0.1575 (A WARNINGS: GENERAL NOTES, unless otherwise noted: iCr - 1.Builder and erection contactor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ' �./OREGON r� 40 Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper L IA \bs 2.2z4 compression web bracing must be installed where shown+. incorporation o/component is the responsibilhy of the building designer. <O y ^ '`1Q\ O �1� 3.AddNonal temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at 1 Y L r is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by - DATE: 8/16/2016 the overall structure is the responsibility of the buildingdeet continuous sheathing such l b acing requirede sheathing(TC)whenshown a drywall(BC). �`R R I�� aP^^si dY g^er. 3.2z Impact bridging or lateral bracing where ++ SEQ. : K2 2 8 015 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 busses are to be used in a noncorrosive environment, TRANS I D• LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing et all supporta shown.Shim or wedge d EXPIRES: 12/31/2017 fabrication,handling, necessary. { d shipment and limitations components. 7.Design ssumeb owed on drainagetfis provided. August 17,2016 6.This design is furnished subject to the limitations set forth by 8.Plates shall be Mooted on both/aces of truss,and placed so their center TPI/WICA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MITek USA,Ino./CompUTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • II t This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 37-06-00 HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=1 0) 76 2-13=(-1582) 4954 3-13=( -136) 278 2x6 DF SS T2, T3 2- 3=(-5724) 1898 13-14=(-2568) 7188 13- 4=( -339) 1502 BC: 2x6 DF SS LOADING 3- 9=(-5714) 1998 14-15=(-2578) 7220 13- 6=(-2958) 1114 WEBS: 2x9 DF STAND LL = 25 PSF Ground Snow (Pg) 9- 5-) 0) 0 15-16=(-2578) 7220 6-14=( 0) 390 TC UNIF LL( 50.0)+DL( 19.0)- 64.0 PLF 0'- 0.0" TO 9'- 0.0" V 4- 6=(-5084) 1780 16-11=(-1582) 9956 14- 7=( -30) 66 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)- 128.0 PLF 9'- 0.0" TO 28'- 6.0" V 6- 7=(-7208) 2718 15- 7=( 0) 382 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 19.0)- 69.0 PLF 28'- 6.0" TO 37'- 6.0" V 7- 9=(-5086) 1782 7-16=(-2478) 1118 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 37'- 6.0" V 8- 9-) 0) 0 9-16=( -328) 1492 9-10=(-5714) 1950 16-10=) -136) 278 NOTE: 2x9 BRACING AT 24"OC UON. FOR TC CONC LL( 375.0)+DL( 105.0)= 480.0 LBS @ 9'- 0.0" 10-11-)-5724) 1900 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 375.0)+DL( 105.0)= 480.0 LBS @ 28'- 6.0" 11-12=( 0) 76 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OVERHANGS: 18.0" 18.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -962/ 3225V -109/ 109H 5.50" 5.16 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 37'- 6.0" -962/ 3225V 0/ OH 5.50" 5.16 DF ( 625) 1-/,-- ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN nails staggered: \/�/ 9" oc in 1 row(s) throughout 2x9 top chords, /`'(v)(\ 9" oc in 2 row(s) throughout 2x6 top chords, 'COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. 9" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x9 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL - 0.003" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.004" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.181" @ 15'- 5.3" Allowed = 1.829" MAX TL CREEP DEFL - -0.918" @ 22'- 2.4" Allowed = 2.439" MAX LL DEFL = 0.003" @ 39'- 0.0" Allowed - 0.150" MAX TL CREEP DEFL = -0.009" @ 39'- 0.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.053" @ 37'- 0.5" MAX HORIZ. TL DEFL = 0.087" @ 37'- 0.5" 0-05-03 0-05-03 Design conforms to main windforce-resisting f'l 1`'I' system and components and cladding criteria. 8-11-11 19-06-10 8-11-11 Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, 4-06-05 4-00-03 6-02-02 7-00-09 6-03-14 4-00-03 4-06-05 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1' T f T T f f f , ,' load duration factor=1.6, End vertical(s) are exposed to wind, 8-11-02 8-11-02 Truss designed for wind loads 1 +4804 4980# f in the plane of the truss only. 12 M-5x6 M-7x8(S) M-5x6 6.00 12 0.25" M-3x10 ..6.00 s e. 9 P- 7 F T2 - y 73 ... BS M-1_5x3M-1.5x3 3 + + 0 O C 1.: 10.11°.'' 8 - - O �C m 1 2 13 19 15 16 �\� of M-3x8 M-3x10 M-3x4 M-1.5x3 M-3x10 M-3x8 0l M-5x6(5) J• 8-04-12 1 7-00-09 y 6-09-01 J. 6-10-13 y 8-04-12 y 5��D SNOre,FFSs> 1 1 17-06 20-00 1 y ,� �N FR pI L. 1-06 37-06 1-06 (z" 89200PE Tr- JOB NAME : 18921 JT SMITH PLAN 2523-A 3 CAR - CH1 �! _ Scale: 0.1575 t WARNINGS: GENERAL NOTES, unless otherwise noted: le"y OREGON �� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for en individual w Truss: CH1 and Warnings before construchan commences. building component.Applicability of design parameters and proper G �� ,ttc A 2.2z4 compression web bracing must be installed where shown 0. incorporation of component is the responsibility of be building designer. /O y '00 �. 3.Additional temporary bracing to insure stability during construction 2.Design assumes to top and bottom chords b be laterally Laced et14 L re the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by c DATE: 8/16/2016 the overall structure is the responsibility of the buildingdes; continuous0l,pe tsheathing such l hs plywood requiredsheathere)angor drywau(ec). �`R R �--� sporrei ty goer. 3.2x Impact bridging or iteral bracing where shown+i SI' K2 2 8 015 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. 4 fasteners are complete end at no lime should any loads greater than 5.Design assumes trusses are No be used in a noncorrosive environment, anTRANS ID: LINK designI arls be applied to any component. 6. &refsr"dryt ndbNeoad�utallsu supports t 5.CompuTrus hes no control over and assumes no responsibility for the men assumes raga pp° get a 7 EXPIRES: 12/31/2017 fabrication,handling,shipment and instellaton of components. 7.Design assumes adequate drainage is provided. August 1/,2016 6.This design is furnished subject to the limitetons set forth by 8.Plates shall be located on both faces of buss,and placed so their center i, TPINVTCA in SCSI,copies of which will be famished upon request. lines coincide with joint center lines. 8.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) a r This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2799) 603 1- 9=(-963) 2316 9- 2=( 0) 226 6-13=(0) 233 BC: 2x9 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-2353) 587 9-10=(-965) 2313 2-10=(-311) 146 WEBS: 2x9 DF STAND; 3- 9=(-2030) 562 10-11=(-969) 2980 10- 3=(-102) 652 2x9 KDDF STAND A LOADING 4- 5=(-2055) 580 11-12=(-969) 2980 10- 9=(-649) 163 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2382) 600 12-13=(-505) 2397 11- 9=( 0) 314 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2819) 626 13- 7=(-503) 2900 9-12=(-621) 165 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=( 0) 76 5-12=( -91) 665 12- 6=(-377) 162 LL = 25 PSF Ground Snow (Pg) NOTE: 2x9 BRACING AT 29"OC UON. FOR BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -195/ 1569V -134/ 125H 5.50" 2.50 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 37'- 3.0" -257/ 1742V 0/ OH 5.50" 2.79 DF ( 625) OVERHANGS: 0.0" 18.0" JT 1: Heel to plate corner = 2.25" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.157" @ 18'- 6.0" Allowed = 1.817" MAX TL CREEP DEFL = -0.375" @ 18'- 6.0" Allowed = 2.422" MAX LL DEFL = 0.013" @ 38'- 9.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ 38'- 9.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.066" @ 36'- 9.5" MAX HORIZ. TL DEFL = 0.111" @ 36'- 9.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Sir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 11-08-11 13-06-10 11-11-11 T T T T 5-11-13 5-08-14 6-09-05 6-09-05 5-08-14 6-02-13 T T T T T T T 12 12 6.00 M-4x63 M-3x8 SM-4x6 Q 6.00 Ai' 4 M-3x9 M-3x4 M-3x10 cv O 1 9 10 11 12 13 +1\ II M-1.5x3 M-3x8 0.25" M-3x8 M-1.5x3 M-3x8 oI P R M-5x6(S) ��C-� °FFss l 1' 1 J, y 1 1 NG I FA /O y 5-10-01 5-05-11 7-02-04 7-02-04 5-05-11 6-01-01 b b -89G2 •T /L 37-03 1-06 if. "\ 892ON:PE "C" JOB NAME : 18921 JT SMITH PLAN 2523-A 3 CAR - CH2 -,�/�� Scale: 0.1615 WARNINGS: GENERAL NOTES, unless otherwise noted: mily �. 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: CH2 and Warnings before construction commences. building component.Applicability of design parameters and proper L 41 �N A, 2.2o4 compression web bracing must be installed where shown+, incorporetion of component is the responsibilty of the huilding designer. /O '/ 14'2-13\ O v6"3.Additional temporary bracing to insure stability during consWction 2.Design assumes the top and botom chords to be laterally braced at (� s the reaponsibilhy of the erector.Additional permanent bracing of 7 o..and at 10'o.c.respectively unless braced throughout their length by DATE: 8/16/2016 the overall structure is the responsibility of the building designer. 7,Imps us sheathing latebs eoiplynro requirede n ere shown and/sr drywall(BC). MFR R I�� sponsi dY g 3.2x Impact bridging or lateral bracing where ++ S E K2 2 8 015 5 4.No load should be applied to any component until after all bracing and 4.Installation of buss is the responsibility of the respect.contractor. 4' ' fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loadsbeapplied bany component and are farnreconetiedofuse. b ComWTrus has no control over and assumes no responsibility for the H.Des�ig�a yssums full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 tbncation.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. a August 17,2016 6.This design is furnished subject to the limitations set forth by 8.Plats shall be located on both faces of buss,end aced so their cantor TPIANTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digit indicate size of plat in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 3.0" IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2799) 815 1-11=(-666) 2316 11- 2=( 0) 226 BC: 2x9 DF #1&BTR SPACED 29.0" 0.C. 2- 3=(-2353) 812 11-12=(-668) 2313 2-12=(-311) 121 WEBS: 2x9 DF STAND; 3- 4=) 0) 0 12-13=(-739) 2480 12- 3=(-133) 652 2x9 KDDF STAND A LOADING 3- 5=(-2030) 758 13-14=(-739) 2480 12- 5=(-667) 230 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 7=(-2055) 774 14-15=(-684) 2397 13- 5=( 0) 319 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7-) 0) 0 15- 9=(-683) 2400 5-14=(-639) 230 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF 7- 8=(-2382) 829 7-14=(-122) 665 8- 9=(-2814) 833 19- 8=(-377) 122 LL = 25 PDF Ground Snow (Pg) 9-10=( 0) 76 8-15-) 0) 233 NOTE: 2x9 BRACING AT 29"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 0.0" 18.0" 0'- 0.0" -297/ 1564V -134/ 125H 5.50" 2.50 DF ( 625) 37'- 3.0" -359/ 1742V 0/ OH 5.50" 2.79 DF ( 625) M-1.5x9 or equal at non-structural vertical members (uon). IC OND. 2: Design checked for net g psf) uplift at 29 "oc spacing. JT 1: Heel to plate corner = 2.25" VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ** For hanger specs. - See approved plans MAX LL DEFL = -0.157" @ 18'- 6.0" Allowed = 1.817" MAX TL CREEP DEFL = -0.375" @ 18'- 6.0" Allowed = 2.922" MAX LL DEFL = 0.013" @ 38'- 9.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ 38'- 9.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.066" @ 36'- 9.5" MAX HORIZ. TL DEFL = 0.111" @ 36'- 9.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 14-08-11 7-06.-10 14-11-11 End vertical(s) are exposed to wind, T f T 4 Truss designed for wind loads 5-11-13 5-05-11 3-03-03 3-09-05 3-09-05 3-03-03 5-05-11 6-02-13 in the plane of the truss only. T T '1 T T 1 T T T 11-09 12-00 l 12 6.00 M-4x6 M-3x8 M-4x6 12 3 5 Q 6.00 M-3x4 M-3x4 ZN N M-3x10 IJ A R ..r _ o 1 ** 11 12 13 , 19 15 '''.90 o of M-1.5x3 M-3x8 0.25" M-3x8 M-1.5x3 M-3x8 1 M 5x6(s> ��ED PROre- n J• 1 1 y 1 1 y 5 GINE / 5-10-01 5-05-11 7-02-04 7-02-04 5-05-11 6-01-01 �� N F19 O y 37-03 1-06y :0,4, 89200PE 9V JOB NAME : 18921 JT SMITH PLAN 2523-A 3 CAR - CH3 ��Scale: 0.1615 WARNINGS: GENERAL NOTES, unless othervnse rested: OREGON r� �� 43 Truss: CH 3 1.Builder and erection contractor should be advised of all General Notes 1.This design p based only upon the parameters shown and is for an individual G and Wamings before construction commences. building component.Applicability of design parameters and proper to 2.2)Mcompression web bracing must be installed where shown+. incorporation of component is the responsibility of Me building designer. <O q ' ^O� 1 3.Additional temporary bracing to insure stability during construction 2 Design assumes the topper and bottom chords to be laterally bread at 4 .(i Ar is the responsibility of the erector.Additional permanent bracing of 7 o.c.ou at 10'o.c.respectively unless braced throughout their length by Qs f- DAT E: 8/16/2016 the overall saucers is the responsibility of the building des continuous sheathing such as plywood sheathing(TC)and/or arywall(BC). FR R I L v apons my designer. 3.2c Impact bridging or lateral bracing required where shown a a SEQ. : K2 2 8 015 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 contactor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are N be used in a noncorrosive environment, TRANS ID' LINK design loads be applied to any component. end are ter"drycondthon'o use. 5.CampuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �eaaay EXPIRES: 12/31/2017 fabrication,handling,shipment and installation of cots. 7.Design assumes adequate drainage is provided. August 17,2016 6.This design is furnished subject to the limitations set ford,forth by 8.Plates shall be located on both faces of truss,and placed sot the:,center TPIIWTCA in BCSI,copies of which will be fumished upon request. lines coincide with joint center lines. 9.Digits indiate no,,of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E t0.For basic connector plate design undoes see ESR-1311,ESR-1988(MiTek) e This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 3.0" IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2799) 1033 1-11=( -854) 2316 11- 2=( 0) 226 BC: 2x4 DF #1&BTR SPACED 29.0" O.C. 2- 3=(-2353) 1093 11-12=( -855) 2313 2-12=(-311) 97 WEBS: 2x4 DF STAND; 3- 9=( 0) 0 12-13=(-1068) 2980 12- 3=(-221) 652 2x4 KDDF STAND A LOADING 3- 5=(-2030) 964 13-19=)-1068) 2480 12- 5=(-674) 387 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 7=(-2055) 968 19-15=) -866) 2397 13- 5=( 0) 314 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 15- 9=( -864) 2900 5-19=(-646) 384 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2382) 1096 7-14=(-222) 665 8- 9=(-2814) 1091 19- 8=(-377) 104 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 76 8-15=( 0) 233 NOTE: 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 0.0" 18.0" 0'- 0.0" -908/ 1569V -135/ 125H 5.50" 2.50 DF ( 625) 37'- 3.0" -969/ 1742V 0/ OH 5.50" 2.79 DF ( 625) M-1.5x4 or equal at non-structural vertical members (uon). 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. JT 1: Heel to plate corner = 2.25" VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ** For hanger specs. - See approved plans MAX LL DEFL = 0.182" @ 11'- 9.0" Allowed = 1.817" MAX TL CREEP DEFL = -0.375" @ 18'- 6.0" Allowed = 2.922" MAX LL DEFL = 0.013" @ 38'- 9-0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ 38'- 9.0" Allowed = 0.200" MAX HORIZ. LL DEFL = -0.070" @ 36'- 9.5" MAX HORIZ. TL DEFL = 0.111" @ 36'- 9.5" Design conforms to main windforce-resisting 17-08-11 5-01-09 14-04-12 system and components and cladding criteria. T T T T 17-08-11 7-06-05 12-00 Wind: 190 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-11-13 5-05-11 6-00 1-0�6-08-08 6-00 5-05-11 6-02-13 load duration factor=l.6, T f 1 f 1' 1' f f f End vertical(s) are exposed to wind, Truss designed for wind loads 11-09 12-00 in the plane of the truss only. f f 4 6 f f 12 12 6.00 p M-3x5(5) Q 6.00 M-4x6M-4x6 M-3x8 3 , 7 y 5 M-3x4 M-3x4 r.Nt .., M-3x10 N �O to e A $ ® >yx $ a 0 1 ** 11 12 13 l 14 15 '4,9 0 p IM-1.5x3 M-3x8 0.25" M-3x8 M-1.5x3 M-3x8 1 M-5x6(S) <cQ,Ep PRop4,,s 1 ), l ), 1 k y �5 NG I N EF zO y 5-10-01 5-05-11 7-02-04 7-02-04 5-05-11 6-01-01 l b C? /4 -02, . 37-03 1-06 LZ"� 89200PE �r" JOB NAME : 18921 JT SMITH PLAN 2523-A 3 CAR - CH4 Scale: 0.1615 :��Alm _ •WARNINGS: GENERAL NOTES, unless otherThis wise noted: OREGON �� 1.Builder and erection contractor should be advised of all General Notes I. design is based only upon the parameters shown and is for an irdividual r, Truss: CH4 and Wparameters I-before construction commences. building component Applicability of deagn parameteand proper G 1 2 2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibilityof Me building designer. <O q 1' '2 � 3.Additional temporary bracing to insure stability during construction2.Design assumes the top and bottom choMs toobe laterally breced et / 4 (�T le 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: 8/16/2016 the overall strucwre is the responsibility of the building dear continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). �`R R I a-� sponsi tyng goer. 3.2x Impact bridging or lateral bracing where shown++ SEQ. : DY')')8 015 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, designloads be applied to an M. and are for"dry condition`of use. TRANS I D: LINK PP and ane 6.Desi full bear at all supports shown.shim or wedgef 5.CompuTnss has no control over and assumes no responsibility for the gra sesames ppa EXPIRES: 12/31/2017 nemssary. fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August+ 17,2016 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on bothothfaces of truss,and placed so their center TPIMI1 CA in SCSI,copies of whine will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 5.0" IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 DF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=21.3ft, 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=l.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR DIPSF LIVE LOAD. TOP y-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 5-08-08 5-08-08 f f T 12 2 IIM-4x4 9.00 9.00 3 O 2 A111111111111111 O I o O I O M-3x4 M-3x4 y y y y � �ED PR OFFS 1-00 11-05 1-00 �; �NGINEFR S/O �, 2 �- :9200PE �� JOB NAME : 18921 JT SMITH PLAN 2523-A 3 CAR - D1e,,,e Scale: 0.9667 �� _ WARNINGS: GENERALNOTES, unless yuponthepenotid: , '47'1 OREGON �G(� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual -7/ w Truss: D1 and Warnings before construction commences. building component Applicability of design parameters end proper v Ls 2.254 compression web bracing must be instilled where shown+, incorporation of component is the responsibility of the building designer. /O " 1' 1 4'2O\ 1 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced at I a�T 's the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 70'o.c.respectively unties braced throughout their length by - 1-v. fJ.�^ DATE: 8/16/2016 he overall structure is the responsibility of he building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(Bc). M`R R I v 3.25 Impact bodging or lateral bracing required where shown i+ SEQ. : K2 2 8 015 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment. TRANS I D: LINK design loads be applied to any component. and are ford y condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown,shim or wedge H EXPIRES: 12/31/2017 fabrication,handling,shipment necessary. } pmjectto el,m:ttianofcomponents. 7.Design assumes adequate donboreinageiofBusprovided. August 7,2016 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of trues,and placed so Meir center TPINufCA in BCSI.copies of which will be furnished upon nastiest. lines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MITek USA,IRC./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1986(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 11-05-00 GIRDER SUPPORTING 37-06-00 FROM 7-00-00 TO 11-05-00 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-3964) 884 1-4=(-628) 3020 4-2=(-970) 4468 BC: 2x8 DF SS 2-3=(-3964) 884 4-3-(-628) 3020 WEBS: 2x6 DF SS; LOADING 2x6 DF #2 A LL = 25 PSF Ground Snow (Pg) TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 11'- 5.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)- 20.0 PLF 0'- 0.0" TO 7'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 443.8)+DL( 321.8)- 765.5 PLF 7'- 0.0" TO 11'- 5.0" V 0'- 0.0" -526/ 2467V -91/ 91H 5.50" 3.95 DF ( 625) 11'- 5.0" -1075/ 4816V 0/ OH 5.50" 7.71 DF ( 625) ADDL: BC CONC LL+DL= 3031.0 LBS @ 6'- 0.0" J,- ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL nails staggered: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. \/�/ 9" oc in 1 row(s) throughout 2x4 top chords, /)(vX\ 6" oc in 2 row(s) throughout 2x8 bottom chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 9" oc in 2 row(s) throughout 2x6 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.072" @ 5'- 8.5" Allowed = 0.700" MAX TC PANEL LL DEFL = -0.057" @ 3'- 1.0" Allowed - 0.338" MAX HORIZ. LL DEFL - -0.004" @ 10'- 11.5" MAX HORIZ. TL DEFL - 0.009" @ 10'- 11.5" 5-08-08 5-08-08 T f T Design conforms to main windforce-resisting 12 12 9.00 M-4x6 system and components and cladding criteria. N 9.00 2 9.0" Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), zoil load duration factor-1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-5x16 � °°rllgllPPPIHdl 14-5x16 0 4 =-03 i M-4x12 J' J. +3031# J. 5-08-08 5-08-08 J' y 11-os ��Ep PRQicF061 ��, �NG,INEFR Z , e 89200PE 9f JOB NAME : 18921 JT SMITH PLAN 2523-A 3 CAR - D2 Scale: 0.4382 .i� 0 tr WARNINGS: GENERAL isb. uny uponhhe iarame e; �/ , OREGON Truss: D2 Builder and erection contractor should be advised of all General Notes designThis is based only upon the parameters shown ad is for anindividual /i_ and Warnings before construction commences. building component Applicability of design parameters and proper �C/ 2.2M compression web bracing must be installed where shown+, incoryoretion of component is the responsibility of the building designer. '� • 3.Additional temporary Naming to insure stability during mnsbucbon 2.Design assumes the top and bottom chords to be laterally braced at /O (} ZO (�+ is the responsibility of the erector.Additional permanent breang of 2'o.c.and at 10'o.c.respectively unlet braced throughout their length by C1`_ DATE: 8/16/2016 the overall structure a the responsibility continuous sheathing etch l b acing re uir d i where angor drywan(Bc>. M p n'�� v spots tlY of the building designer. 3.2z Impact bridging or lateral bracing required shown++ f lit SEQ. : 8<2 2 8 015 9 4.No load should be applied to any component until after all bracing and 4.Installation of buss is the responsibility of the respective contactor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component, and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supporta shown.Shim or wedge if EXPIRES: 12/31/2017 necessafabrication,handing,shipment ry' g, pmeM and installation of components. 7 Design assumes adequate drainage is provided. 6.The design is Wmished subject to the limitations set forth by 8.Plates shall be located on both tamtheirs of buss,and placed so center August 17,2016 TPIIWTIA in SCSI.sepias of which will be fumished upon request, lines coincide with joint center lines. MiTek USA,Inc/Com uTrus Software 7.6.7(10-E 9.Digits indicate size of plate in inches. p10.For baec connector plate design values see ESR-1311.ESR-1988(Weak) t This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 6.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 DF #15BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #15BTR SPACED 29-0" 0.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=21.3ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 5-09 5-09 T T 1 12 12 IIM-4x4 9,00 7 3 N 9.00 0 4IlI4 O 1-1 of- 0 1 0 M-3x4 M-3x4 y 1-00 y 11-06 y 1-00 y ��ED PRQp � Os ,�� NGINEF'4 i0�� :9200P <' JOB NAME : 18921 JT SMITH PLAN 2523-A 3 CAR - E1 ` /� Scale: 0-9632 WARNINGS: GENERAL NOTES, unless otherwise noted: ili•'I7 OREGON �fr 1.Builder and erection contractor should be advised of all General Nobs 1.This design is based only upon the parameters shown end is for an individual Truss: El and YN4mings before construction oammences. building component.Applicability of design parameters and proper G n 1N A, 2.214 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. �O "7�/ 14,n O 3.Additional temporary bracing to insure stability during construction 2.2's n. assumes the top and bottom chords to be laterally braced at 4 is the responsibility of dna erecter.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 8/16/2016 the overall structure is the responsibility of the building deal a Impact sheathing such as plywood airedsheathing(7C)eres tumor arywall(Bc>. MFR R I L� sporoi ty ^8 soar. a.zx Impact bridging or lateral bracing required whereshown++ SEQ. : K22 8 016 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the reeponeibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes busses are b be used in a noncorrosive environment. TRANS I D• LINK design loads be applied to any component. and are or"dry cond tion'o use. 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design roessumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 ry fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August 17,2016 8.This design is furnished subject to M8.Pl e limitations flet forth by ates shall be located on both faces of truss,and placed so their center TPIAN1'CA in SCSI,copies of which will be fumished upon request. lines coincide with joint center lines. B.Digits indicate size of plate in inches. MiTek USA,InciCompuTrus Software 7.6.7(1L}E 10.For been connector plate design values see ESR-1311.ESR-1988(MuTsk) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 6.0" IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-( 0) 68 2-6=(-19) 289 6-3=(0) 262 BC: 2x4 DF #1&BTR SPACED 29.0" O.C. 2-3=(-973) 102 6-9=(-19) 289 WEBS: 2x9 DF STAND 3-9=(-973) 102 LOADING 9-5-( 0) 68 TC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -103/ 597V -110/ 110H 5.50" 0.96 DF ( 625) 11'- 6.0" -103/ 597V 0/ OH 5.50" 0.96 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.002" @ 12'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 12'- 6.0" Allowed = 0.133" 5-09 5-09 MAX TC PANEL LL DEFL = 0.077" @ 8'- 9.8" Allowed - 0.436" f f T MAX TC PANEL TL DEFL = 0.266" @ 8'- 2.4" Allowed = 0.655" 12 12 IIM-4x4MAX HORIZ. LL DEFL = 0.002" @ 11'- 0.5" 9.00 9.00 MAX HORIZ. TL DEFL = 0.009" @ 11'- 0.5" 3 4.0'r Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.3ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 Ici 0 1irldiA1,1111116 .5x3 M-3x4 0 b l l 5-09 5-09 y l oo y 11-06 y 1-00 y ` ?'.'.- QFess ��5 0...GI N F'q �0 e 89200PE �1- JOB NAME : 18921 JT SMITH PLAN 2523-A 3 CAR - E2 / `0' Scale: 0.4257 WARNINGS: GENERAL NOTES, unless otherwise noted: - �' t.Builder end erection contactor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual -7 OREGON 7 N �j Truss: E2 and Warnings before constucion commences. building component Applicability of design parameters and v n tl (cora proper 2.244 compression web bracing must be installed where shown+. incomora on o component is the responsibility of the building designer. /O '.1 7 1 i 1 '243 O� 1 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom Morris to be laterally braced at / 4 .(� �a�r is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10 o.c.respectively unless braced throughout their length by - ` �^ DATE: 8/16/2016 the overall structure is the responsibility of Bce building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). R R I L`' 3.He Impact bridging or lateral bracing required where shown++ SEQ. : K2 2 8 0161 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry cons tion'of use. 5.Cum Trus has no control over and assumes no r 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 w+ responsibility ssary fabrication,handling,shipment end instillation of components. 7.Design assumes adequate drainage is provided. August{{ 17,2016 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 TPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,InciCompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-7311,ESR-1988(MiTek) x This design prepared from computer input by Pacific Lumber and Truss-BC • LUMBER SPECIFICATIONS 11-06-00 GIRDER SUPPORTING 37-06-00 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE - 1.15 (Non-Rep) 1-2-(-4276) 934 1-4=(-666) 3266 4-2=(-1028) 4852 BC: 2x8 DF #2 2-3=(-4276) 934 4-3=1-666) 3266 WEBS: 2x6 DF SS; LOADING 2x6 DF #2 A LL = 25 PSF Ground Snow (Pg) TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0".TO 11'- 6.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 443.8)+DL( 321.8)= 765.5 PLF 0'- 0.0" TO 11'- 6.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. 0'- 0.0" -1064/ 4770V -92/ 92H 5.50" 7.63 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 6.0" -1064/ 4770V 0/ OH 5.50" 7.63 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. J'-- ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. nails staggered: \/'1/ 9" oc in 1 row(s) throughout 2x4 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 /yV�(\ 6" oc in 2 row(s) throughout 2x8 bottom chords, MAX TL CREEP DEFL = -0.064" @ 5'- 9.0" Allowed = 0.706" 9" oc in 2 row(s) throughout 2x6 webs. MAX TC PANEL LL DEFL - -0.059" @ 3'- 1.3" Allowed = 0.342" MAX HORIZ. LL DEFL = 0.007" @ 11'- 0.5" 5-09 5-09 MAX HORIZ. TL DEFL = 0.012" @ 11'- 0.5" 12 12 Design conforms to main windforce-resisting M-4x6 9.00 177Q 9.00 system and components and cladding criteria. 2 4'0rr Wind: 140 mph, h-21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, A. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Allith...44.41 M-5x16 M-5x16 Ot 1►� ® �3 /O O O M-4x12 y >y l 5-09 5-09 y 11-06 y ��Q,ED PROp6-„ G ANI N EF'Q� O CD. 414 2 29200P yr JOB NAME : 18921 JT SMITH PLAN 2523-A 3 CAR - 4001111111.0:01p Scale: 0.4461 loo WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON �� 1.Builder and erection contractor should be advised of all General Nobs 1.This design is based only upon the parameters shown and is for an individual t� Truss: E3 and Warnings before construction commences. building component Applicability of design parameters and proper L 4p 'fit` .` 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the buildup designer. '0 Y 14,2O A� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the by and bottom chords b be laterally braced at e)\"- 2. - is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 8/16/2016 the Dusan structure is the responsibility f the building dear continuous sheathing such as plywood sheathirg(TC)and/or drywall(BC). � I RIO_1 spongy ity o g gner. 3.2x Impact bridging or lateral bracing required where shown++ fl L SEQ. : K2 2 8 0162 4.No load should be applied to any component until after at baring and 4.Installation of truss is the responsibility of the respective contractor. fastened are compete and at no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8 Design assumes full bearing at all supports shown.Shim or wedge A EXPIRES: 12/31/2017 ry. fabrication,handling,shipment and instillation of components. 7.Design assumes adequate drainage is provided. August 1/,2016 H.This design is furnished subject to the limitations set forth by S.Plates shall be located on both faces of buss,and placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 68 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-123) 97 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" -31/ 395V -53/ 159H 5.50" 0.63 DF ( 625) 5'- 7.7" -98/ 158V 0/ OH 1.50" 0.25 DF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 73V 0/ OH 5.50" 0.12 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.107" @ 3'- 5.4" Allowed = 0.435" 5-08-08 MAX TC PANEL TL DEFL = -0.099" @ 3'- 3.1" Allowed = 0.652" f f MAX HORIZ. LL DEFL = -0.001" @ 5'- 7.7" 3 -/ MAX HORIZ. TL DEFL = -0.001" @ 5'- 7.7" 12 9.00 1 2 �j)Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. t i o a o �� 41.-,-1:1-111 0 1 M-3x4 1 1 y 100 600 � (PROVIDE FULL BEARING;Jts:2,4,3 I �E0PRore ��5 � GINEFR`SS/° 89200PE 471-' JOB NAME : 18921 JT SMITH PLAN 2523-A 3 CAR - SPJ1J Scale: 0.5125 r'_ -ma WARNINGS: G. hRAeNOTEb, unyuponhheparamete -7 41 OREGON 44, TTruss: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parenretarm shown and is for an individual v n russ: SPJ1 and warnings before construction commences. building component.Applicability of design parameters and proper 2.2zd compression web bracing must be installed where shown+. incorporation of component is the responsibility of Me building designer. /O -.1}' 1 i 1 4'20` 4 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally bread at / �A • • re the responsibility of the erector.Additional permanent bracing of c o.c.and at 10'o.c.respectively unless braced throughout their length by q%'‘''' continuous sheathing such as plywood uireding(TC)and/or drywall(BC). �[� 1I DATE: 8/16/2016 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ r�fl l�v SEQ. : K2 2 8 016 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 noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are or"dry condition"o use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge if �ry. / EXPIRES: 12/31/2017 fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. August 1/,2016 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of buss,and placed so their center TPINuTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint anter lines. 9.Digits indicate size of plate in inches. MITek USA,IRC./CempuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311.E514-1988(Mitek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 21'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 79 2- 8=(-257) 1476 3- 8=(-314) 219 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-1687) 370 8- 9=(-122) 987 8- 4=(-100) 506 WEBS: 2x4 DF STAND 3- 4=(-1978) 391 9- 6=(-302) 1976 9- 9=(-100) 506 LOADING 9- 5=(-1477) 341 9- 5=(-319) 214 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1687) 370 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 79 TOTAL LOAD - 92.0 PSF OVERHANGS: 21.6" 21.6" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -145/ 1128V -82/ 82H 5.50" 1.80 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 21'- 11.5" -145/ 1128V 0/ OH 5.50" 1.80 DF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.026" @ -1'- 9.6" Allowed = 0.180" MAX TL CREEP DEFL = -0.030" @ -1'- 9.6" Allowed = 0.240" MAX LL DEFL = -0.055" @ 7'- 6.0" Allowed = 1.052" MAX TL CREEP DEFL = -0.130" @ 7'- 6.0" Allowed = 1.403" MAX LL DEFL - 0.026" @ 23'- 9.1" Allowed = 0.180" MAX TL CREEP DEFL = -0.030" @ 23'- 9.1" Allowed = 0.290" MAX HORIZ. LL DEFL = 0.021" @ 21'- 6.0" MAX HORIZ. TL DEFL = 0.035" @ 21'- 6.0" 10-11-12 10-11-12 f f I Design conforms to main windforce-resisting 5-09-01 5-02-11 5-02-11 5-09-01 system and components and cladding criteria. T T T T T 12 12 Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 5.00 D M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Q 5.00 load duration factor=1.6, 4.0" Truss designed for wind loads 4 'f'( in the plane of the truss only. Allitit 0" M-1.5x3 A M-1.5x3 3 5 0 w o cc OM n w of 1 2 8 q 6 o M-3x4 M-3x9 M-3x5(5) M-3x9 M-3x4 I J• b y y 7-05-15 6-11-09 7-05-15 y 12-00 y 9-11-08 y ��ED PRO,cFss y y y y 5 GINE /� 1-09-10 21-11-08 1-09-10 ,3or \ FR 2 89200PE �T JOB NAME : 18921 JT SMITH PLAN 2523-A 3 CAR - Z1 ,,010010/50" Scale: 0.2591 WARNINGS: GENERAL NOTES, unless otherwise noted: 1Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 7 OREGON qty . Truss: Z1 and Warnings before construction commences. building component.Applicability of design parameters and proper n / 2.2x4 compression web bracing must be instilled where shown a. incorporation of component is the responsibility of the building designer. /O "C\ 2.O Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom to be laterally brecod at 3. 14 is Me responsibility of the erecter.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /1// F3 C�. DATE 8/16/2016/2 016 continuous sheathing such as plywood shred where Alanor drywall(BC). � R R I L� v / the overall structure is the responsibility of the building designer. 3.Dt Impact bddgirg or labral bracing required where shown++ SEQ. : K2 2 8 016 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 complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. end are for'dry condition.of use. 5.Com Tms hes no control over and assumes no re 6.Design assumes full bearing at all support shown.Shim or wedge if EXPIRES: 12/31/2017 pu responsibility for the sary fabrication,handling,shipment and instillation of components. 7.Design assumes adequate drainage is provided. August 17,2016 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 TPIyW1CA 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,IRC./COmpuTrus Software 7.8.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 21-11-08 HIP-D SETBACK 4-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=) 0) 79 2-12=(-621) 2425 3-12=( -73) 194 BC: 2x6 DF SS 2- 3=(-2727) 761 12-13=1-948) 2994 12- 4=( -37) 464 WEBS: 2x4 DF STAND LOADING 3- 4=(-2681) 801 13-14=)-948) 2994 12- 6=(-626) 341 LL = 25 PSF Ground Snow (Pg) 4- 5=( 0) 0 14-10=)-621) 2425 13- 6=( 0) 170 TC LATERAL SUPPORT <= 12"00. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 7'- 2.4" V 4- 6=(-2457) 762 6-14=(-626) 341 BC LATERAL SUPPORT <= 12"00. UON. TC UNIF LL( 75.0)+DL( 21.0)= 96.0 PLF 7'- 2.4" TO 14'- 9.1" V 6- 8=(-2457) 762 8-14=( -37) 464 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 14'- 9.1" TO 21'- 11.5" V 7- 8=( 0) 0 14- 9=( -73) 194 BC UNIF LL( 0.0)+DL( 30.0)= 30.0 PLF 0'- 0.0" TO 21'- 11.5" V 8- 9=(-2681) 801 NOTE: 2x4 BRACING AT 24"00 UON. FOR 9-10=(-2727) 761 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 179.9)+DL( 50.4)= 230.3 LBS @ 7'- 2.4" 10-11=( 0) 79 TC CONC LL( 179.9)+DL( 50.4)= 230.3 LBS @ 14'- 9.1" OVERHANGS: 21.6" 21.6" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -405/ 1589V -54/ 54H 5.50" 2.54 DF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 21'- 11.5" -405/ 1589V 0/ OH 5.50" 2.54 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.026" @ -1'- 9.6" Allowed = 0.180" MAX TL CREEP DEFL = -0.030" @ -1'- 9.6" Allowed = 0.240" MAX LL DEFL = -0.100" @ 10'- 11.8" Allowed = 1.052" MAX TL CREEP DEFL = -0.226" @ 10'- 11.8" Allowed = 1.403" MAX LL DEFL = 0.026" @ 23'- 9.1" Allowed = 0.180" MAX TL CREEP DEFL = -0.030" @ 23'- 9.1" Allowed = 0.240" MAX HORIZ. LL DEFL = 0.027" @ 21'- 6.0" MAX HORIZ. TL DEFL = 0.043" @ 21'- 6.0" Design conforms to main windforce-resisting system and components and cladding criteria. 7-02-01 7-07-05 7-02-01 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3-08-04 3-00-09 0-05-05 3-09-11 3-09-11 0-05-05` 3-00-09 3-08-04 load duration factor=l.6, f 1 4230.300 T 4290.300 '' T Truss designed for wind loads 12 12 in the plane of the truss only. 5.00 ' M-4x8 M-4x8 '" 5.00 s M-3x8 7 4 Sy M-1.5x3 M-1.5x3 3 O O O 1 2 12 13 14 -'lr 1 o M-3x8 M-3x8 0'25" M-3x8 M-3x8 0 M-7x8(S) y 6-07-01 l 4-04-11 l 4-04-11 l 6-07-01 y ��Ep PROFFL9 y1-09-10 y 21-11-08 y1-09-10 y C? �NG'INEF I /O ' 89200PE �<' JOB NAME : 18921 JT SMITH PLAN 2523-A 3 CAR - ZH1 Scale: 0.2591 - 4IIIV4W- WARNINGS: GENERAL igns uny unlessotherwiseiaramee 'y 47nOREGON I40 mil 1:17 1.Budder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual � /` Truss: ZH1 and Warnings before construction commences. building component.Applicability of design parameters and proper D 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. /O "7 l i ^ 'z° 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at / Y �A re 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: 8/16/2016 the overall shucks.is the responsibility of the building designer. continuous sheathing such as plywood airedsheathing(TC)res and/or drywall(BC). `R R I�-� 3.In Impaonsf5ng is the 1poning required where shewn++ SEQ. : K2 2 8 016 5 4.Na load should be applied to any component until after 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 tosses are to be used in a noncorrosive environment, loads be applied an and are for"dry condNon'"of use. design TRANS ID: LINKoa pp ie ycomponent. 6Designassumesfullbearingatallsupportsshown.Shimorwedgeif EXPIRES: 12/31/2017 5.CompuTrus has no control over and assumes no responsibility for the necessary.D, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6. August !,2016 This design is furnished subject to Me limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in BISI,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./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-( 0) 68 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-116) 80 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" -96/ 343V -10/ 48H 5.50" 0.55 DF ( 625) 1'- 0.1" -102/ 47V 0/ OH 1.50" 0.07 DF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 33V 0/ OH 5.50" 0.05 DF ( 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 1-00-14 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" A / MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.001" @ 0'- 8.5" Allowed = 0.046" MAX TC PANEL TL DEFL = 0.001" @ 0'- 8.5" Allowed = 0.069" 12 MAX BC PANEL LL DEFL = 0.003" @ 1'- 10.6" Allowed = 0.154" 9.00 MAX BC PANEL TL DEFL = -0.004" @ 2'- 2.8" Allowed = 0.206" 7 MAX HORIZ. LL DEFL = -0.000" @ 1'- 0.1" MAX HORIZ. TL DEFL = -0.000" @ 1'- 0.1" Design conforms to main windforce-resisting system and components and cladding criteria. • Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), • load duration factor=l.6, Truss designed for wind loads to in the plane of the truss only. /lrgg-jillIl-3x4 NOO f I O 1 l l 1-00 4-00 LPROVIDE FULL BEARING;Jts:2,3,4 7> GINE \ c' 89200PE JOB NAME : 18921 JT SMITH PLAN 2523-A 3 CAR - ZJ1 Scale: 0.7398 �� WARNINGS: G. hRAeisle unless on the parse ntete: -7 I OREGON ��el 4 1.Builder and erection contactor should be advised of all General Nobs 1.This design based only upon the parameters shown and is for an individual 4 w Truss: Z J 1 and Warnings before construction commences. building component Applicability of design parameters and proper IF 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. <O )/ 4'0O\ �4 3.Additional temporary bracing b insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at L '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 M DATE: 6/16/2016 the overall structure is the responsibility of the buildingcontinuous sheathing such as plywood airedsheatn where and/or drywall(BC). R 1�� sponsi ty designer. 3.20 Impact bridging or lateral bracing required shown++ R 1 SEQ. : K2 2 8 016 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 busses are to be used in a non-corrosive environment, and TRANS I D: LINK design loads be applied to any component. 6.Des are br'dry condition"of ut all supports shown.shim or wed d 5.CompuTrus has no control over and assumes no responsibility for the d assumes bowing a ppo wedge EXPIRES: 12/31/2017 mmmry. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August 17,2016 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss.and placed so their center TPIM.TCA 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./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 68 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-64) 40 TC LATERAL SUPPORT <= 12"OC. OON. 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" -44/ 295V -19/ 71H 5.50" 0.47 DF ( 625) 2'- 1.5" -65/ 67V 0/ OH 1.50" 0.11 DF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 34V 0/ OH 5.50" 0.05 DF ( 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 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 2-02-04 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.068" MAX BC PANEL LL DEFL = 0.003" @ 1'- 10.6" Allowed = 0.154" MAX BC PANEL TL DEFL = -0.003" @ 1'- 12.0" Allowed = 0.206" 12 MAX BC PANEL TL DEFL = -0.005" @ 2'- 2.8" Allowed = 0.206" 9.00 MAX HORIZ. LL DEFL = -0.000" @ 2'- 1.5" MAX HORIZ. TL DEFL = -0.000" @ 2'- 1.5" Design conforms to main windforce-resisting 3 -/ system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads `n in the plane of the truss only. CN /- I /- 21111_11 ►Z1 M-3x4 y y y 1-00 4-00 'PROVIDE FULL BEARING;Jts:2,3,4 •\�� p P R pFFSS �NGINE �4 /O 9200PE �� JOB NAME : 18921 JT SMITH PLAN 2523-A 3 CAR - ZJ2 Scale: 0.6699 t� WARNINGS: GENERAL NOTES, unless otherwise noted: 7 OREGON . �' 1Builder and erection contractor should be advised of all General Nates 1.This design is based only upon the parameters shown and is for an individual Truss: ZJ2 and Warnings beforeconsm,ctioncommences. building component.Applicability of design parameters and proper /� 2.204 compression web bracing must be installed where shown a, incorporation of component is the responsibility of the building designer. /O � 4'n ON �r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 4 r is the responsibility of Me erects,Additional permanent bracing of 2'fen and at 10'o.c.respectively unless braced throughout their length by DATE: 8/16/2016 tie overall structure is to responsibility of to building designer. 2x Impact ridging or such as acing a airedsheati ere s ownand/ drywall(BC). ' R I 1 sporai ry ng goer. 3.2z Impact bdtlging or lateral bracing required where shown++ R L SEQ. : K2 2 8 016 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respectve contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beef at all supporta shown.Shim or wedge if EXPIRES: 12/31/2017 fabrication,handling,shipmentry aohlimitsbasssttothby 8.Design sshalleassumes boaadequate onothfage esoHuss.d. aAugust 17,2016 6.This design is furnished subject to the limitetons set font by 8.Plates shell be located on both faces of truss,and aced so their center TPINVECA 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./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 4 - This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-77) 57 TC LATERAL SUPPORT <= 12"OC. SON. 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 5Q.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PIF 0'- 0.0" -37/ 316V -28/ 99H 5.50" 0.51 DF ( 625) 3'- 2.8" -60/ 88V 0/ OH 1.50" 0.19 DF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 91V 0/ OH 5.50" 0.07 DF ( 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 IOPSF 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 = 0.012" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.016" 3-03-09 / MAX TC PANEL LL DEFL = 0.013" @ 2'- 0.6" Allowed = 0.233" 1' MAX TC PANEL TL DEFL = 0.012" @ 2'- 0.6" Allowed = 0.350" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 2.8" MAX HORIZ. TL DEFL = -0.000" @ 3'- 2.8" 9.00177 3 -' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=l5ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 0 /- M-3x4 l l y 1-00 4-00 (PROVIDE FULL BEARING;Jts:2,3,4 PR ope EF9 `r�o :9200P v� JOB NAME : 18921 JT SMITH PLAN 2523-A 3 CAR - ZJ3 /J Scale: 0.6020 t� WARNINGS: GENERAL NOTES, unless otherwise noted: .3;" OREGON �10 � 1.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown end is for an individual Truss: ZJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper !j 4 �tX A. 2.2r4 compression web bracing must be installed where shown+, ixGryoretion of component is the responsibility of the building designer. /O q 14 20 + 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced at (� is the responsibility of the erector.Additional permanent bracing of 2'o.c.and M 10'o.c.respectively unless braced throughout their length by11/&.R F 1 DATE• 8/16/2016 the overall structure is the responsibilityof the buildingdeli continuous sheathing such as plywood reqshuired wereshown and/or drywall(BC). �`R R I s-\_ • designer. 3.2,Impact bridging or lateral bracing required where shown 0 t SEQ. : K2 2 8 016 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment design loads be applied to ancomponent. and are for"dry condition"of use. TRANS ID: LINK °�^ psi ydeer6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 5.CompuTrus has no control over and assumes no responsibility for the necossary fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August{ 17,2016 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center TPI/WfCA in BCSI.copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate inches. MiTek USA,Inc./Com uTrus Software 7.6.8(1L-E 1S Frbsicconnector plate dasignvalues see ESR-1311,ESR-1986(MiTek) 4 -- This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-) 0) 68 2-5=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-100) 67 3-4=( -27) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 4.9" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -25/ 330V -36/ 122H 5.50" 0.53 DF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 9.2" 0/ 49V 0/ OH 5.50" 0.08 DF ( 625) 4'- 0.0" -80/ 138V 0/ OH 1.50" 0.18 OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 'COND. checked for net OND. 2: Di AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1" g (-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" 12 4 MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" -/ MAX LL DEFL - -0.000" @ 4'- 4.9" Allowed - 0.041" 9.00 MAX TL CREEP DEFL - -0.000" @ 4'- 4.9" Allowed - 0.054" 3 MAX TC PANEL LL DEFL = 0.027" @ 2'- 5.5" Allowed = 0.292" MAX TC PANEL TL DEFL = 0.024" @ 2'- 5.5" Allowed - 0.438" MAX HORIZ. LL DEFL = -0.001" @ 3'- 11.2" MAX HORIZ. TL DEFL = -0.001" @ 3'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. N o Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, m (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=1.6, m Truss designed for wind loads in the plane of the truss only. o IENIIIIIIIIIIIIIIIIIIIII o 5 -, 1 M-3x4 1 b .6 l 1-00 4-00 0-04-14 'PROVIDE FULL BEARING;Jts:2,5,3 � �Ep PRpFF6".0 ��N ANG'N EFR /O2 89200PE 17r- JOB NAME : 18921 JT SMITH PLAN 2523-A 3 CAR - ZJ44111P , Scale: 0.6239 /' - Q 1.Builder G. his de design isb, uny up onh a paramete -7 OREGON 1.Builder ark erection contractor should be advised of all General Nobs 1.This design is based only upon the peremebrm shown and is for an individual Truss: ZJ4 and VWmingsbefore construction commences. building component.Applicability of design paramefermand proper L �� tk 2.2x4 compress web bracing must be instated where shown+, incorporation of component is the responsibility of the buildup designer. <O ^ 'n O� �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom fiords to be laterally braced et '-F L 1 is the responsibility of the erecter.Additional permanent bracing of 2'o.c.and at 10'u.c.respectively unless braced throughout their length by � 1 NJ DATE: 8/16/2016 to overall structure is the responsibility f the buddingdesigner. continuousxpactsheathing steb acplywood requiredsheatwhere shown+drywall(BC). �`R R I y� aponsi ty o 3.2x Impact bridging or lateral bracing where shown++ SEQ.: K2 2 8 016 9 4.No load should be applied to any component until after all bracing and 4.Installation of buss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment, TRANS I D• LINK design loads be applied to any component. an are or"dry condNon''of use. 5.CompuTrus has no control over and assumes n o responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 • fabrication,handling,shipment and installation of components. mammry. 7.Design assumes adequate drainais provided. WAugust 17,2016 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and aced so their center TPINVTCA in SCSI,copies of which will be fumished upon request. lines coincide with joint center lines. • • 9.Digits indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MTek) 4 _ This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 6.2" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5-(0) 0 BC: 2x4 DF #1&BTA SPACED 24.0" O.C. 2-3=(-161) 135 3-4=( -52) 22 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -19/ 320V -46/ 1408 5.50" 0.51 DF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 9.2" 0/ 44V 0/ OH 5.50" 0.07 DF ( 625) 3'- 11.2" -109/ 207V 0/ OH 1.50" 0.26 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 6.2" -11/ 24V 0/ OH 1.50" 0.04 DF ( 625) t REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 g psf) uplift at 24 "cc spacing, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4 -/ MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 12 MAX TC PANEL LL DEFL = 0.008" @ 2'- 0.8" Allowed = 0.292" MAX TC PANEL TL DEFL = -0.009" @ 2'- 0.8" Allowed = 0.438" 9.00 MAX HORIZ. LL DEFL = -0.001" @ 5'- 5.5" MAX HORIZ. TL DEFL = -0.001" @ 5'- 5.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, ko Truss designed for wind loads in the plane of the truss only. ,,/ 0 1M-3x9 • J• 1 b l 1-00 4-00 1-06-04 (PROVIDE FULL BEARING;Jts:2,5,3,4 1 ��EO PROF-4-6, NG'INEF 20 R 89200PE r JOB NAME : 18921 JT SMITH PLAN 2523-A 3 CAR - ZJ5 _ W� Scale: 0.5599 w //�/J�) WARNINGS: GENERAL NOTES, unlessotherwise noted: - Cr 1.Builder and erection contactor should be advised of all General Notes 1.This design is based onlyupon theparameters shown and is for an individual OREGON g � ^� Truss: 44/ 7iJS and VWmings before construction commences. building component Applicability of design parameters and proper L �� 1N I` 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. /O Y 'r7O - = 3.AddNonal temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at (i M the responsibility of the erector.Addoonal permanent bracing of 2'o.c.and at ea o.c.respecsvely unless braced throughout their length by M DATE: 8/16/2016 the overall atr mtumo is the responsibility of the buildingdesi continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). "/ L7 1")'1 sponsi ty designer. 3.20 Impact bridging or lateral bracing required where shown++ `�fl 1� SEQ. : 14')')8 017 0 4.No load should be applied so any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment, TRANS I D• LINK design loads be applied to any component. and are or"dry condition'of use. 5.CompuTnre has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge if EXPIRES: 12/31/2017 mmmry. fabrication,handling,shipment and installation of components. • 7.Designassumesadequate Sas.provided. d August 17,2016 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and aced so their center TPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint canter lines. 9.Digits indicate size of plate in inches. MiTek USA,InciCOmpuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) i This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 7.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 79 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-64) 24 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: 21.6" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -130/ 517V -3/ 69H 5.50" 0.83 DF ( 625) 1'- 9.2" -98/ 48V 0/ OH 5.50" 0.08 DF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.0" -39/ 85V 0/ OH 1.50" 0.14 DF ( 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 12 MAX LL DEFL = 0.026" @ -1'- 9.6" Allowed = 0.180" 5.00 D MAX TL CREEP DEFL = -0.030" @ -1'- 9.6" Allowed - 0.240" MAX TC PANEL LL DEFL = 0.004" @ 1'- 5.3" Allowed = 0.211" MAX TC PANEL TL DEFL = 0.005" @ 1'- 5.3" Allowed = 0.316" MAX HORIZ. LL DEFL = -0.000" @ 3'- 6.2" MAX HORIZ. TL DEFL = -0.000" @ 3'- 6.2" 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. /' Wind: 140 mph, h=l5ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads of in the plane of the truss only. 0 o f /- -/21111114-=11111140�11 M-3x9 y 1 l b 1-09-10 2-00 1-07 (PROVIDE FULL BEARING;Jts:2,4,3 <(-�Ep P R OFFS�S' c, 89200PE NGINE 'N EFR 89200PE 9r JOB NAME : 18921 JT SMITH PLAN 2523-A 3 CAR - ZSJ1 Scale: 0.7568vir Lw WARNINGS: GENERAL NOTES, unless othenvise noted: '�7 OREGON �� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ww [ Truss: Z S J1 and Warnings before consbucton commences. building component.Applicability of design parameters and proper !j �� µ 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. /O 1 4'r-y 0 T.,43.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et L is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10 0.0.respectively unless braced throughout their length by //�� \- DATE: 8/16/2016 the overall sb"aure is the responsibility of the building desi continuous sheathing such l bs plywood requiredsheathing(TC)whereand,or drywall(BC). �`R R I I- sponsi ty g goer. 3.20 Impact bridging or lateral bracing shown++ SEQ. : K2 2 8 017 2 4.No load should be applied to any component until after all bracing and 4.Installation of buss's the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment, TRANS ID• LINK design loads be applied to any component. and are for"dry condition"of use. 5.DompuTma has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedged EXPIRES: 12/31/2017 fabrication,handlin necessary. g,eshipment ie limitations of components. 7.Designassumesbelcaed on drainagetis provided. August 17,2016 6.This design is furnished subject to the limitations set forth by S.Plates shall be located on both faces of truss.and placed so their center TPINJ1CA 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./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Mitek) _11_4 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 6-4-8 dimensions shown in ft in sixteenths FoCause Propert Y 3/" Center plate on joint unless x,y p a offsets are indicated. I I (Drawings not to scale) DamageFailureto or PersonalllowCould Injury NM. Dimensions are in ft-in-sixteenths. ii• 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 2. Truss bracing must be designed by an engineer.For -1/16" 4 wide truss spacing,individual lateral braces themselves 1611Pliiiika may require bracing,or alternative Tor I lEff 2bracing should be considered. _11O3. 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 c78 5"6 designer,erection supervisor,property owner and plates 0 /i ' 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. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,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 bysymbol shown and/or SYP represents values as published specified. �/ bytext in the bracingsection of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING �. 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint 16.Do not cut or alter truss member or plate without prior ©2012 MiTek®All Rights Reserved approval of an engineer. ® ( number where bearings occur. 17.Install and load vertically unless indicated otherwise. l Min size shown is for crushing only. Mu 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. is not suffi 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.Revievnng pictures alone DSB-89: Design Standard for Bracing. cient. BCSI: BuildingComponent SafetyInformation, 20.Design assumes manufacture in accordance with Guide to God Practice foI/ Handling, IVIiTe k ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013