Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Plans (40)
of\51- 2M-1 -00116 AS1 (5, M iTe ks MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3410-D 10-22-15 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: K 1487343 thru K 1487392 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. �`ca ,�01 hl SER /029 `r 89782PE r" 9,L OREGON 4°Q" 0 U40.L �+ ••• 31/2016 October 27,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 14-09-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-1507) 398 1- 5=(-243) 1108 5- 2=( 0) 277 BC: 2x6 KDDF #1&BTR 2- 3=(-1108) 367 5- 6=(-246) 1104 5- 3=(-39) 56 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-1509) 398 6- 4=(-242) 1110 3- 6=( 0) 269 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 8'- 9.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 8'- 9.0" TO 14'- 9.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ===__= BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 14'- 9.0" V 0'- 0.0" -244/ 1175V -92/ 92H 5.50" 1.88 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR 14'- 9.0" -244/ 1175V 0/ 0H 5.50" 1.88 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" __________________ ___________ __= TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 8'- 9.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. - •• For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.027" @ 6'- 0.0" Allowed = 0.692" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.049" @ 8'- 9.0" Allowed = 0.922" MAX HORIZ. LL DEFL = 0.008" @ 14'- 3.5" MAX HORIZ. TL DEFL = 0.012" @ 14'- 3.5" 5-11-11 2-09-10 5-11-11 Design conforms to main windforce-resisting 3209 $3209 f system and components and cladding criteria. 12 12 Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9.00 M-4x6 M-5x6 ''q9.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Val- End vertical(s) are exposed to wind, o 4111° Truss designed for wind loads in the plane of the truss only. i 1.. 5 6 •• 4 I o M-3x4 M-3x4 M-1.5x3 M-3x4 l y 1 y 5-09-11 3-03-07 5-07-15 y 14-09 y et,���°D iIN�pFSs/ `.C' :9782PE v- JOB NAME : POLYGON 3410-D NH - Al • .....,,;,/ Scale: 0.4028 , ir MI WARNINGS: GENERAL NOTES, unless otherwise noted: V 1.Balder and erection contractor should be advised of al General Notes 1.This design a based only upon the parameters shown and Is for an individual �A_ s R E GO N o'er Truss: Al and Warnings before construction commences, beading component.Applicability of design parameters and proper v//' 2.2.4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. J"4 4 3.Additional temporary bracing to Inure stability during construction 2.Design spumes the top and bottom chords to be Mteraly braced at "*p y y b �, Is the responsibility of the erector.Additional permanent bracing of 7 0.0.and s1 10'o.c.respectively sod s braced throughout their length by 1,5) �'' �`� continuous sheathing such■s pymod shsathIng(TC)and/or drywal(BC). //�� t DATE: 10/26/2015 the overall structure Is the responsibility of the bulding designer. 3.2x Impact bridging or lateral bracing required where shown++ /'1 I,,)1. SEQ.: K 14 8 7 3 4 3 4.No load should be applied to any component untl alter sl bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no lime should any loads greater than 5.Design assumes tnnsss are to be used in a non-corrosive environment, TRANS I D: LINK design bads be tippled to any component. and an for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.D.gra assumes hug bearing at at supports slows.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 27 201 5 8.This design is furnished subject to the limitations set forth by 8.Plates'hal be located on both faces of tens,and placed so their center 1 r TPIVYTCA in 8C SI.copies of which will be furnished upon request. Ines coincide with Joint canter Ones. 9.Digits indicate size of piste In inches. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITsk) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-735) 222 1-6=(-124) 520 2-6=(-193) 192 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-559) 199 6-5=(-121) 515 6-3=(-125) 381 WEBS: 2x4 KDDF STAND 3-4=(-559) 199 6-4=(-193) 192 LOADING 4-5=(-735) 222 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) *• For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -83/ 620V -122/ 122H 5.50" 0.99 KDDF ( 625) 14'- 9.0" -83/ 619V 0/ 0H 5.50" 0.99 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.011" @ 7'- 4.5" Allowed = 0.692" MAX BC PANEL TL DEFL = -0.028" @ 11'- 4.4" Allowed = 0.435" 7-04-08 7-04-08 ,/ MAX HORIZ. LL DEFL - 0.006" @ 14'- 3.5" I 1t MAX HORIZ. TL DEFL = 0.009" @ 14'- 3.5" 3-09-09 3-06-15 3-06-15 3-09-09 T T T ' T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 9.00 IIsi-4x4 Q 9.00 Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 4.0r, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, KMEnd vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-1,5x3 M-1.5x3 2 4 0 0 1 a. 6 +a 5 0 0 M-3x4 M-3x8 M-3x4 0 y y y 7-04-08 7-04-08 �o DPROF6, y y � F 14-09 �-N {C.NGIN���9 /O�/ „.___',./ :9782PE vr. JOB NAME : POLYGON 3410-D NH - A2 " -,;,r Scale: 0.3528 , lir iii WARNINGS: GENERAL NOTES, unless otherwise noted: v 1.Builder and erection contractor should be advised of ail General Notes 1.This design Is based only upon the parameters shown and Is for an Individual ."7 - 0.R EG O N Off' ems, Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper j/ `( 2.9r4 compression web bradng must be Installed where shown+. Incorporation of component Is the rsaponsibNlty of the budding designer. .a'1� A^ ; 'Q'� 3.Additional temporary bracing to Insure stability during conetruclion 2.Design SWAMIS the top and bottom chards to be laterally braced al 7 '1/� ',J ��j- Is the reeponaldlity of the erector.Additional permanent bracing of 7 continuous and al ICY o.c.rsash plywood unless bead throughout their length by V eheafhing such es plywood ahsathing(TC)and/or drywaN(8C). p/�U t DATE: 10/26/2015 the overall structure Is the responsibility of the bidding designer. 3.2x Impact bridging or lateral bracing required where shown++ �"1 4. SEQ.: K 14 8 7 3 4 4 4.No load should be applied to any component until after all bracing and 4.Installation of tons Is the responsibility of the respective contractor. fasteners are complete and at no time should eny bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment T RAN S I D• LINK design loads be applied to any component and are for'dry condition"of use. 5.CompuT os has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2 01 6 necessary. fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage Is provided. October 27 6.This design Is furnished subject to the limitations set forth by e,Plates shall Be located on both faces of truss,and placed so their center ,2015 TPWWTCA In BCSI,copies of which WIN be furnished upon request. Ines coincide with joint center Imes. 9. hes. MiTek USA,Inc./Com Trus Software 7.6.7 1L E 0 FDor basic te ecce of plate In Innval Pu ( � ig.For basic cennector piste design values see ESR-1311,ESR-1968(Mask) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-2060) 424 1- 6=(-400) 1523 6- 2=( -299) 1595 BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. 2- 3-( -534) 140 6- 7=(-392) 1484 2- 7=(-1313) 347 WEBS: 2x4 KDDF STAND 3- 4=( 0) 0 7- 8=( -82) 132 7- 3=( -82) 334 LOADING 3- 5=( -369) 140 7- 5=( -360) 1541 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 8=(-1557) 373 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ________________ __... .______=_- LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -289/ 1431V -94/ 186H 5.50" 2.29 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 1175.0 LBS @ 3'- 0.0" 8'- 0.0" -394/ 1656V 0/ OH 5.50" 2.65 KDDF ( 625) _______ _____________________ ADDL: BC CONC LL+DL= 620.0 LBS @ 5'- 0.0" ADDL: BC CONC LL+DL= 620.0 LBS @ 7'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. •" For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 Dai D('18CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.017" @ 3'- 0.0" Allowed - 0.354" TOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.052" @ 3'- 0.0" Allowed = 0.472" 7-07-03 0- 4-13 ,( 4 4 MAX HORIZ. LL DEFL - -0.004" @ 7'- 10.2" MAX HORIZ. TL DEFL = 0.008" @ 7'- 10.2" 3-01-12 3-07-15 0-04-13 If f 1' i-'I Design conforms to main windforce-resisting 7-00 system and components and cladding criteria. '1' 1' Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-7x8 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.00 7load duration factor=1.6, M-4x6 4 End vertical(s) are exposed to wind, Truss designed for wind loads 3 in the plane of the truss only. M-3x6 2 ill '7,0 �' o ONO r� uy =wail I � 1•-• 6 7 ,. 9 'r of M-3x5 M-3x8 M-8x10 M-1.5x3 y *11750 *6200 y+6200 , y 3-00 3-07-15 1-04=01y ��cO PRQF4-, 8-00 �<0 �NG{NEed,u(S'/�L' ' :9782PE -�r JOB NAME : POLYGON 3410-D NH - AGIRD 40 --o' Scale: 0.3303 ,A WARNINGS: GENERAL NOTES, unless otherwise noted: ,/ sr OREGON h 1.Builder and erection contractor should be advised of el General Notes 1.This design Is based only upon the parameters shown and Is for an Individual �" Truss: AGIRD and Warnings before construction commences. buldi component.Applicability of design parameters and proper /' 2.2x4 compression web bracing mud be Installed where shown+. Incorporation of component Is the responsibility oft the building designer. '51,5) e9 CJ�r.� +g I 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to W laterally braced at 7 J"� J �CjV_ Is the responsibility of the erector.Additional permanent bracing of 7 o.e.and at 10'o.e.n the s pipely unless brined throughout their length by la continuous eheatg g such as plywood shred where (TC)and/or dryvnl(BC), ir p/�U t T` DATE: 10/26/2015 the overall structure Is the responsiblity of the bulling designer. 3.2x impact bridging or lateral bracing required where shown+* /`1 L. SEQ.: K149745 4.No bad Mould be applied to any component until eller al bracing end 4.Installation of truss lithe responsibility of the respective contractor. fasteners are complete and at no lbre should any loads greater than 5.Design assumes tenses ere to be used Ina noncorrosive environment, design bads be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 8.Design assumes full bearing al al supports shown.Shim or wedge if EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no naponsldM llty for e necesss, fabrfcatlon,handling,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. r% I.. r 27 6.This design Is lumiehed subject to the bmeallons est forth by 8.Plates shat be to aced on both races of buss,and placed so their center l ,2 015 TPUWTCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center Ines. 9.Digits indicate size of plate b Inches. MTek USA,Inc./CompuTrus Software 7.6.7(1L)-E IS,For basic connector piste design values see ESR-1311,ESR-19118(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/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-53) 50 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -54/ 296V -19/ 72H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -113/ 104V 0/ OH 1.50" 0.17 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 49V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX TC PANEL LL DEFL = 0.003" @ 1'- 0.0" Allowed = 0.123" '' T MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.184" MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.254" 12 MAX BC PANEL TL DEFL = -0.021" @ 3'- 3.8" Allowed = 0.339" 9.00 7 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL= 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=l.6, '� End vertical(s) are exposed to wind, ko Truss designed for wind loads o in the plane of the truss only. 0 i o /- 1 0 1 M-3x4 l k ). 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 ] 6-00 ��op PROp'FS <0'cb, 0NGINE si• 0.0. 4z- :9782PE ter" JOB NAME : POLYGON 3410-D NH - AJ1 s -.," Scale: 0.6771 WARNINGS: GENERAL NOTES, unless etharwlse noted: ,� C,.., / I.Bulder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and is for en indivldwt 17/10Z/ jr_OREGON O1., ems,,, Truss: AJ1 and Warnings before construction commences, building component.Applicability or design parameters and proper 710 t( 2.2x4 compression web bracing must be Installed where shown+. incorporation of component la IM responsibility of the bulding dastgnar. -9, /1 f_ �'�'� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to los letersgy braced al 77 'l J la the responsibility of the erode,.Additional permanent bracing of 7....and at 10'o.c.respectively unless braced throughout their length by contlnuow bridging sheathing such as plywood required m g(TC)andlor dryvnA(BC). pJ1 U L DATE: 10/26/2015 the overal structure lathe responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where&lawn++ �"1 SEQ.: K1487346 4.No bad should be applied to soy component until after all bradng and 4.Instalatlon of tons lathe responsibility of the raspedNe contrador. fasteners are complete and at no time should any loads greater than 5.Design assumes Musses are to be used In a noncorrosive environment. T RAN S I D• LINK design loads be applied to any component. end are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes hi)bearing at sN supports shown.Shim or wedge If EXPIRES: '12/31/2016 necessary. fabric-short,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. F's I.,er 27 8.This design is furnishedwbjed to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center u L ,20 1 5 TPIMTCA in SCSI,copies of which will be furnished upon request. lues coincide with joint center lines. MTek USA,Inc./Com uTrus Software 7.6.7 1 L E 9.Digits indicate size of plate In Inches. P ( ) 10.For basic connector plats design values see ESR-131 t.ESR-1988(Mask) 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/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-85) 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/ 347V -37/ 118H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -116/ 130V 0/ OH 1.50" 0.21 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 58V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" 3-11-11 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL - 0.020" @ 2'- 2.2" Allowed = 0.290" f 1. MAX BC PANEL TL DEFL = -0.035" @ 3'- 1.4" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 9.00 7 3 0 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, Lc Truss designed for wind loads 0 1 in the plane of the truss only. c 0 (n 0 I [ of pr.--, 1 - ►- M-3x4 ), )' )' 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,3,4 I ��� .,D P R Opt, co �` :9782 P E ter" JOB NAME : POLYGON 3410-D NH - AJ2r .010,Scale: 0.5814 =VI GENERAL NOTES, unless otherwise noted. ,/ V / 40 1.Bolder end eredlen contractor should be eddied of al General Notes 1.This design la bawd only upon the parameters shown and Is for an Individual 4-OREGON Q. Truss: AJ2 and Warnings before conaWcdon commences. buldlrg component.Applicability of design parameters and proper j/ 2.2,4 compression web bracing must be installed where shown•. Incorporation of component Is the responsibility of the building designer. .{ 3.Additional temporary bracing to Insure gabllity during anstructbn 2.Design assumes the lop and bottom chords to be latently braced at A R Y {b -t Is the responsibility of the erector.Additional permanent bracing of 7 o.c.end at 10 o.c.respect vely unless braced throughout their length by • �`N} continuous sheathing such as plywood aMethkrg(TC)and/or drywsl(BC). DATE: 10/26/2015 the overall structure is the responsibihy of the building designer. 3.2s Impact bridging or lateral bracing required where shown•• A U L SEQ.: w1407'347 4.No bad should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners era complete and at no time should any loads greeter than 5.Design assumes tutees ere to be used In s iron-conoshe environment, TRANS I D•" LINK design leads be applied to any component. and are for"dry condition"or use. 5.CompuTnu assumes has no control over and no responsibility for the 8.Design assumes 811 bearing at ail supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabrl ,,a {., utton,handling,shipment and installation of components. 7,Design assumes adequate drainage Is provided. October 27,2015 6.This design is furnished subject to the NmilaOons set forth by 8.Plates shall be located on both faces of tnraa,and placed so their anter TPI/WTCA In SCSI,copies of which wet be furnished upon request. Ines coincide with point center linea 9.Digits Mdktts size of piste In inches. MiTek USA.Inc.lComp uTrus Software 7.6.7(1L)-E 10.For beak connector plate design values see ESR-1311,ESR-7988(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/DDF/Cq=1.00 TC: 2x4 KDDF #1LBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-129) 101 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 PSE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 402V -55/ 165H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -95/ 163V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 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 TC PANEL LL DEFL = 0.134" @ 3'- 7.2" Allowed = 0.457" MAX TC PANEL TL DEFL = -0.117" @ 3'- 4.8" Allowed = 0.685" 5-11-11 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 3 -/ MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 �) Design conforms to main windforce-resisting 9.00 system and components and cladding criteria. Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 1,111 o ► 4�� -/ M-3x4 y y y 1-00 6-00 C��D P R OFe rs !PROVIDE FULL BEARING;Jts:2,4,3 } l) C;C% GINE cS'p ffo /44-- 89782P E 44- 89782PE JOB NAME : POLYGON 3410-D NH - AJ3 --sow ' Scale: 0.4979 WARNINGS: GENERAL NOTES, unless otherwise noted: ..�r OREGON �'� ^� 1.Guider 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�O R E G O N O� Truss: AJ 3 and VNsmings before construction commences. biding component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation o}component la the responsibility of the building designer. .rf)� i} � 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the fop end bottom chords to be laterally braced at 77 "f Is the responsibility of the erector.Addidonal permanent bracing of 7 c.c.end et 10'o.c.respectively unless braced throughout their length by continuous aheatNng such as plywood sheathing(TC)and/or dry.11(BC). /� t DATE: 10/26/2015 the overall structure is the responsibility of the buiding designer. 3.2x Impact bridging or lateral bracing required where shown•• A 4» SEQ.: K 14 8 7 3 4 8 4.No load should be applied to any component until after all bracing and 4.Instaiation of tnus Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive enWronmenl, design bads be applied to any component. end ars for"dry condition of use. TRANS I LINK6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 5.CompuTrus has no control over and amuses no responsibility ler the neuseem fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage Is provided. October 27 6.This design is furnished subject to the limitations set forth by B.Plates shall be bated on both faces of truss,and placed so their center AJ ,20 1 5 TPI WTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. hes. Mack USA,Inc./CompuTrus Software 7.6.7(1L)-E 10 For aiscccoonnecctorlplateInignvoi plate design values see ESR-1311,ESR-1968(MITak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.4" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cit=1.00 TC: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-191) 171 3-4=(-102) 46 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/ 377V -67/ 196H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ 0H 5.50" 0.11 KDDF ( 625) 5'- 11.2" -209/ 373V 0/ OH 1.50" 0.48 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 3.4" -85/ 40V 0/ OH 1.50" 0.06 KDDF ( 625) 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 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.064" @ 2'- 9.2" Allowed = 0.459" MAX TC PANEL TL DEFL = -0.061" @ 2'- 11.9" Allowed = 0.689" MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" 12 MAX HORIZ. TL DEFL = -0.002" @ 5'- 11.2" 9.00 177 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.9ft, 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 o in the plane of the truss only. fl ,,,/ x4 y y y y 1-00 6-00 1-03-07 c��cO P R O,�FS PROVIDE FULL BEARING;I I „C NGI N,�F coo ct` 89782PE C' • JOB NAME : POLYGON 3410-D NH - AJ4 ,,.�,,.,r!' --asp • . Scale: 0.4745 AIM WARNINGS: GENERAL NOTES, unless otherwise noted: v fit) 1.Bulder and eredian contractor Mould be advised of aN General Notes 1.This design Is basad only upon the parameters shown and Is for en Individual OREGON Truss: AJ4 and Warnings before construction commences. building component.Appllubility of design parameters and proper / l'y 2.aro eompraasbn web Dredng must be installed where shown+. Incorporation of component Is IM responsibility of the building designer. -V °AI y 3.Additional temporary bracing to Insure debility during constriction 2 Design aswmes the top and bottom chorda to be laterally breed at '-T Is Sr.rosponsiblllly of the erector.Addldoel permanent bracing of 7 o.c.end at 10 c.c.respectively unless braced throughout their length by continuous sheathing such as plywood g(TC)andlor drywal(BC). PA U L DATE: 10/26/2015 the overall structure Is the responsibNlty of the building designer. 3.2K Impact bridging or lateral bracing requiredshed where shown++ SEQ.: K 14 8 7 3 4 9 4.No load should be applied to any component until after all bracing end 4.Installation of truss Is the responsibility o1 the respective contractor. fasteners are complete end et no Ilene should any loads greeter than 5.Design assumes trusses ere to be used in non-corrosive environment, design loads be applied to any component. end are for'dry condition of use. T RAN S I D: LINK 5.CompuTrus Ms no control over and assures no resporurdiitty for IM 6.Design assumes MI bearing at el supports shown.Shim or wedge If EXPIRES: 12/31/2016 naceswry. fetMution,handling,shipment and Installetlon of components. 7.Design assumes adequate drainage Is provided. October 27 272015 6.This design is furnished subject to IM limitations sal forth by 8.Plates shall be loured on both faces of truss,and placed so their center AJ r TPWVTCA In SCSI,copies of which will be fumiehed upon request. linea coincide with Joint center lines. 9.MiTek USA,Inc./Com Trus Software 7.6.7 1L E O PerDigits hellcats eco of plata M Inches. Pu ( )• 10.For bask connector plate design values see ESR-1371,ESR•1 g88(Mask) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 68 2- 9=(-530) 2802 3- 9=( -118) 244 BC: 2x6 KDDF #10BTR SPACED 24.0" O.C. 2- 3=(-3723) 756 9-10-)-389) 2429 9- 4=( -238) 1272 WEBS: 2x4 KDDF STAND 3- 4=(-3601) 763 10- 8=(-326) 1859 9- 5=( -205) 904 LOADING 4- 5=(-2847) 646 5-10=(-1145) 302 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1814) 408 6-10=( -206) 1111 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2336) 473 10- 7=( -152) 207 TOTAL LOAD = 42.0 PSF 7- 8=(-2486) 476 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0" TO 7'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ___ ____________ __ -- LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ADDL: TC CONC LL+DL= 598.0 LBS @ 8'- 0.0" 0'- 0.0" -580/ 2858V -132/ 140H 5.50" 4.57 KDDF ( 625) OVERHANGS: 12.0" 0.0" ADDL: BC CONC LL+DL= 1656.0 LBS @ 7'- 9.0" 22'- 6.0" -306/ 1755V 0/ OH 5.50" 2.81 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. *" For hanger specs. - See approved plans 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 = 0.052" @ 7'- 7.9" Allowed = 1.079" MAX TL CREEP DEFL - -0.164" @ 7'- 7.9" Allowed = 1.439" MAX HORIZ. LL DEFL = -0.017" @ 22'- 0.5" MAX HORIZ. TL DEFL = 0.041" @ 22'- 0.5" 7-11-11 6-06-10 7-11-11 .' .I ,1' . Design conforms to main windforce-resisting 4-00-09 ♦ 3-11-02 3-03-05 3-03-05 3-11-02 4-00-09 system and components and cladding criteria. 1598# 1' ' '1 1' Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-6x8 M-4x6 load duration factor=1.6, 9.00 M-3x4 Q 9'00 End vertical(s) are exposed to wind, 4 • 5 Truss designed for wind loads �i WO in the plane of the truss only. M-1.5x3 M-1.5x3 3 0 0 -lull I / 3X<" 905M- x8M-9x9a M-7x8(S) 1656# p y 7-07-15 7-02-03 y 7-07-15 y '�� 5 D P R Gess y y y �c3 ANG I N�E`9 /� 1-00 22-06 f. r. 89782 P E ��" • JOB NAME : POLYGON 3410-D NH - B1 ..„.. ,e', -Ap''" ' . Scale: 0.2633 WARNINGS: GENERAL NOTES, urdese otherwisenoted: V.e�� _J 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon die parameters shown and h for an individual 7 OREGON N. Truss: B1 and Warnings before construction commences. building component.Applicability of design parameters and proper J 2.2r4 compression web bracing must be installed where shown+, Incorporation of component Is the responsibility of the binding designer. .A� Gq G ��� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords 1a beroughlaterally broad al 7A J Is the responsibility of the erector.Additional permanent bracing of T o.c,and et 10 c.c,respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). P/►U ty 0 DATE: 10/26/2015 the overal structure Is the responsibility of the building designer. 3.2r Impact bridging or lateral bracing required where shown+• 1 L- SEQ.: K 14 8 7 3 51 4.No bad should be applied to any component untl alter el brining and 4.Installation of truss is the responsibility of the respective contractor, fasteners are complete and et no One should any bads greater then 5.Design assumes trusses are to be used Ins non-corrosive environment, T RAN S I D: LINK design bads be applied to any component. end are for'dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at ail supports shown.Shim der wedge if EXPIRES: 12/31/2016 heasse, fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. OetQber 8.This design Is furnished subject to the limlations set forth by 8.Plates shall be located on both faces or tans,and placed so their center u 2 L7 r2V 01 1 TPIM7CA In BCSI,copies of which coil be furnished upon request. Ins coincide with joint center knee 9.Digits Indicate size of plate In inches. MiTek USA,Inc,/CompuTrus Software 7.6.7(1L)_E tO.For basic connector plate design values see ESR-1311,ESR•t988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-11=(-276) 900 3-11=(-165) 146 BC: 2x6 KDDF #1SBTR SPACED 24.0" O.C. 2- 3=(-1234) 438 11-12=(-235) 871 11- 4=(-107) 373 WEBS: 2x4 KDDF STAND 3- 4=(-1057) 427 12-10=(-288) 905 11- 6=(-180) 148 LOADING 4- 5=( 0) 0 6-12=(-178) 141 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=( -786) 383 8-12=(-125) 374 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=( -786) 375 12- 9=(-171) 164 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 8- 9=(-1058) 429 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-1236) 444 ALL FLAT TOP CHORD AREAS NOT SHEATHED _ ______.. .___ ______________= LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -229/ 1065V -133/ 141H 5.50" 1.70 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 22'- 6.0" -183/ 944V 0/ OH 5.50" 1.51 KDDF ( 625) ** For hanger specs. - See approved plans IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.025" @ 11'- 3.0" Allowed = 1.079" 9-11-11 2-06-10 9-11-11 / MAX TL CREEP DEFL = -0.048" @ 11'- 3.0" Allowed - 1.439" f 1 f I MAX HORIZ. LL DEFL = 0.010" @ 22'- 0.5" 4-00-09 3-09-01 2-02 1-03-Q5-03-05 2-02 3-09-01 4-00-09 MAX HORIZ. TL DEFL = 0.016" @ 22'- 0.5" f T T T T T T .' T 8-00 8-00 Design conforms to main windforce-resisting f f 1 system and components and cladding criteria. 5 7 12 12 Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9.00 M-4x6 "S19.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 load duration factor=1.6, M-3x4 End vertical(s) are exposed to wind, 6 ` Truss designed for wind loads •O 1 in the plane of the truss only. M-1.5x3 M-1.5x3 3 • , „.., 1 .Aiihhihh. 0 0 ,L._ KdMIIIIIIIIIMIIMMIMIIIIIPIIIBIIIIMMIMMMIIa .I'r4 '..41. 1.4' 11 12 **10 0 I I M-3x4 0.25 M-3x8 M-3x4 M-7x8(S) y 7-07-15 y 7-02-03 y 7-07-15 l r$��G N�peSsf y y y ��\5 �N 'T O 1-00 22-06 �` :9782 P E �r JOB NAME : POLYGON 3410-D NH - B2 40, .061110r Scale: 0.2383 / NIXIE WAINGS: GENERAL NOTES, odes otherwise noted: ,/ RNOREGON 4, 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown end Is for en Individual 2���� "74 Truss: B2 and Warnings before construction commences. building component.Appikabilty of design parameters and proper l 2.2c4 compression web bredng must be Installed where shown a. incorporation of component is the responsibility of the bolding designer. '9;9 V VA a. 5 3.Additional temporary bracing to insure stability during construction 2.Design assumes the fop and bottom darts to be throughouty braced N 7 'l R Y ', Is the responsibility o}the erector.Additional permanent bracing of Y o.c.and at 7Q cox.respectively unless braced their length by DATE: 10/26/2015 the overall structure 4 the responsibility of building de continuous sheathing such a plywood sheathing(TC)and/or drywaA(BC). PA U t �� apo ftY np signer. 3.2x Impact bridging or lateral bracing required where shown a a �`{ i.. SEQ.: v4735 2 4.No bad should be applied to any component until after al bracing and 4.Installation of truss Is the responsibility of the respedNe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncormeive environment. T RAN S I D• LINK design bads be applied to any component, and are for"dry condftbn"of use. 5.ComprTrus has no control over and Spumes no responsibility for the 6.Design assumes lull bearing sial supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. ,may L, �f t'L G fabrication.handing.shipment and Installation of components. 7.Design assumes adequate drainage Is provided. OetObe r 27,201 5 6.This design Is furnished subject to the limitations set forth by 8.Plates sisal be located on both teas of truss.and placed so their center TPINVICA In BCSI,copies of which We 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(1L}E 10.For basic connector plate deelgn values see ESR-1311.ESR-7968(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 34-00-00 HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 68 2-13=(-1562) 5593 13- 3=( -240) 925 8-19=(-2001) 849 2x6 KDDF #1&BTR T2 2- 3=(-7271) 2077 13-14=(-1344) 4516 13- 4=( -203) 1216 9-19=( -436) 1793 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-6598) 1940 14-16=(-1878) 5729 4-14=( -296) 134 19-10=( -126) 251 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-5309) 1772 15-17=( -66) 198 14- 5=) -536) 2084 2x4 DF 2400F A; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 8'- 0.0" V 5- 6=(-4271) 1465 17-18=(-1811) 5535 14- 6=(-2145) 904 2x4 KDDF #1&BTR B TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0" TO 26'- 0.0" V 6- 7=(-5724) 2070 18-19=(-1633) 5041 6-16=( -59) 679 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 26'- 0.0" TO 34'- 0.0" V 7- 8=(-5080) 1843 19-11=(-1107) 3677 15-16=( 0) 144 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 50.01= 50.0 PLF 0'- 0.0" TO 34'- 0.0" V 8- 9=(-3800) 1313 16-17=1-1747) 5368 BC LATERAL SUPPORT <= 12"OC. UON. 9-10=(-4779) 1584 16- 7=( -117) 278 TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" 10-11=(-4870) 1558 17- 7=( -400) 384 -------------- TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 26'- 0.0" 11-12-) 0) 68 7-18=( -734) 292 NOTE: 2x4 BRACING AT 24"OC UON. FOR 18- 8=( -115) 749 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL _________ _____ _==__= REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -995/ 3513V -155/ 155H 5.50" 5.62 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 34'- 0.0" -995/ 3513V 0/ OH 5.50" 5.62 KDDF ( 625) JT 11: Heel to plate corner = 1.75" 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.244" @ 17'- 4.5" Allowed = 1.654" MAX TL CREEP DEFL = -0.488" @ 17'- 4.5" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.125" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.207" @ 33'- 6.5" 7-11-11 18-00-10 7-11-11 T T T T 2-07-042-05-112-10-12 4-01-13 5-03 4-08-03 3-11-10 3-11-12 3-11-15 Design conforms to main windforce-resisting f f f 4597.30# f T T 4597,30# f f system and components and cladding criteria. 12 12 M-5x10 M-5x8 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9.00 7 5* M-3x8 6 M-3x8 7 =M-4x4 N9.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 8 • e i load duration factor=1.6, 14-3,64 End vertical(s) are exposed to wind, Truss designed for wind loads M-1.5x3 in the plane of the truss only. + M-1.5x4 + o M-5x12 o 0 / Nr .... �I `, -1 14 - . M-4x8 0 CD M-7x10 I M-115x3 M-4x12 0.25 M-3x10 M-3x10 1 0 o 13 M-3x4+ M-7x10 M-3x4+ M-7x8(S) 3.75 -7x8(5) 12 y y y y y y y y J, y y 05-0 5-01-01 4-08-11 4-11 -08 4-06-07 4-08-03 7-06-09 y y C�� P R Qtr 1-0y 05-08 8-08 y y 22-10-08 1-00 5�� GENE ss/ y 12-01-08 1-00 21-10-08 y ,,� � FI X15, 34-00 ,...._"4./ 89782PE r" • JOB NAME : POLYGON 3410-D NH - ClX --....>.--:<. -.au. • ' Scale: 0.1477 `,, WARNINGS: GENERAL NOTES, unless otherwise noted: C/ OREGON �1 p f''�/11� 1.Builder and erection contrador should be advleed of al Genera)Notes 1.This design le based only upon the parameters shown and is for an Individual O R EG O N Truss: C 1X end Warnings before construction commences. budding component.Applicability of design parameters and proper 4Z 1)'J ��' 2.2r4 compression web bradng must be Installed where shown*, incorporation of component Is the rosponelbllty of the building designer. .T C/4,4y !R Y 5 V 3.Additional temporary bndng to Insure stability during constructionit'2.Design assumes the top and bottom unlchoess braced to be laterally braced al 7 '-7 la me responsibility of the erector.Additional permanent bradnp of 7 continuous end at 10'c.c.respectively sty unless braced throng red/their length by sheathing such as plywood aheething(TC)end/or drywel(BC). r1/►U i L. DATE: 10/26/2015 the overall structure la the responaiblity of the building designer. 3.2t Impact bridging or lateral bracing required where shown** S E K1487354 4.No load should be applied to any component until after al bracing and 4.Installation of tens is the responsibility of the respective contractor. Q' fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, design loads be applied to any component. and are for"dry condition"of use. T RAN S I D: LINK6.Design assumes hill bearing at al supporta shown.Shim or wedge If 5.CompuTrus has no cordal over and assumes no responsibility for the necessary. EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 7 2 October 8.This design Is furnished subject to the limitations sat forth by 8.Pates shall be located on both faces of truss,and placed so their anter U L!,2015 TPWyTCA In SCSI,copies of which v41 be furnished upon request. Inas coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MITek USA,Inc.iCompuTrus Software 7.6.7(1L)-Z 10.For basic connector pate design values sea ESR-1311,EMS 988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 34-00-00 GIRDER SUPPORTING 10-00-00 FROM 0-00-00 TO 11-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 68 2-13=(-1070) 5622 13- 3=( -114) 950 10-19=(0) 130 BC: 2x6 KDDF #16BTR 2- 3=(-7340) 1506 13-14=(-1068) 5610 3-14=( -480) 166 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-6592) 1428 14-15=(-1050) 5792 14- 4=( -774) 3616 LL = 25 PSF Ground Snow (Pg) 4- 5_(-5234) 1184 15-16=( -850) 5162 14- 5=(-2420) 500 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 34'- 0.0" V 5- 6=(-5882) 1312 16-17-) -850) 5162 5-15=( -412) 2222 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 100.0)+DL( 88.0)= 188.0 PLF 0'- 0.0" TO 11'- 0.0" V 6- 7=(-3834) 828 17-18=( -556) 3764 15- 6=( -386) 1402 BC UNIF LL( 0.0)+DL( 20.0)- 20.0 PLF 11'- 0.0" TO 34'- 0.0" V 7- 9=(-3312) 724 18-19-) -516) 3376 16- 6=( 0) 492 ____= 8- 9=( 0) 0 19-11=( -516) 3376 6-17-(-2214) 498 NOTE: 2x4 BRACING AT 24"OC UON. FOR @@ADDL: BC CONC LL+DL= 3392.0 LBS @ 11'- 6.0" 9-10=(-4204) 856 17- 7=( -310) 1724 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-4426) 790 7-18=(-1958) 410 ____ ________ ___= BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12_) 0) 68 9-18=) -438) 2272 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 18-10=( -210) 200 OVERHANGS: 12.0" 12.0" 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" -1127/ 5353V -195/ 195H 5.50" 8.56 KDDF ( 625) ( 2 ) complete trusses required. 34'- 0.0" -577/ 3102V 0/ OH 5.50" 4.96 KDDF ( 625) 1� Attach 2 ply with 3"x.131 DIA GUN nails staggered: @@ HANGER BY OTHERS TO APPLY CONC. 9" oc in 1 row(s) throughout 2x4 top chords, LOAD(S)EQUALLY TO ALL MEMBERS. ` ' 9" oc in 2 row(s) throughout 2x6 bottom chords, \J`/,/\h/, 9" oc in 1 row(s) throughout 2x4 webs. (C OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.090" @ 11'- 7.7" Allowed = 1.654" MAX TL CREEP DEFL = -0.286" @ 11'- 7.7" Allowed = 2.206" MAX LL DEFL = -0.001" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.026" @ 33'- 6.5" 0-09-09 MAX HORIZ. TL DEFL = 0.063" @ 33'- 6.5" 9-11-11 13-05-10 10-06-11 5-02-05 4-09-06 1 04-09 5-07-12 5-07-12 0 09 4-07-05 5-02-05 Design conforms to main windforce-resisting r system and components and cladding criteria. 10-00 Wind: 140 mph, h-23.2ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, q ,f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M-3X 12 load duration factor=1.6, M-5x8 M-4x6 End vertical(s) are exposed to wind, 9.00 q M-5x5 M-6X8 7 '''c-,19.00 Truss designed for wind loads :,0+ r.. _ N" in the plane of the truss only. M-3x4 M-3x4 + + o N. Z 0 0 4, .� 9 rte- # IN :a•. if YV, 13 1 15 1 17 18 19 `i o of M-3x8 M-1.5x3 M-3x8 M- x8 M-7x8(5)„ M-3x4 M-3x8 M-1.5x3 M-3x5 oI ��D OpC l y y 3392# y y y y y .` Ccs' 5-00-09 4-07-05 1-11-13 5-04-04 5-04-04 1-11-13 4-07-05 5-00-09 N..7 �t� �N 'T ��al_ y y l y 11 1-00 34-00 1-00 C' :9782PE C'' JOB NAME : POLYGON 3410-D NH - C2GIRD -r'' Scale: 0.1602 AIM WARNINGS: GENERAL NOTES, unless etherwl..noted: ,� V..�r / (F) 1.Balder and erection contrador should be advised of ale General Notes 1.This design b based only upon the parameters shown and is for an individual 7A OREGON e"'.-- Truss: C2GIRD ■nd Warnings before construction commences. building component.Applicability of design parameters and proper 2.Dr4 compression web bradng must be installed where shown.. incorporation of component Is the responsibility of the building designer.•w �,4� qAY15 ` �,, 3.Additional temporary Macke to insure stability dating construction 2.Deign assumes the top and bottom chords to be laterally braced U la the responsibility of the ands.Additional permanent bracing of 7 oc.and at 10 o.c.respectively unless braced throughout their length by j. DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. 3.Dt Impact bridgincontinuous g sheathing Petrel rel brasuch as drgorequiredwhere'eand/or,C dryw+N(BC). PAUL t SEQ.: K1487355 4.No bad should be applied to any component until after al bradng and 4.Installation of truss is the responslMNty of the respective contractor, /1 L fasteners an complete and et no time should any loads greater than 5.Design assumes trusses an to bs used in a noncorrosive environment, T RAN S I D: LINK deign bads be applied to any component. end ire for"dry condition"of use. no 8.Design assumes full bearing at ale supports shove.Shim or wedge If EXPIRES: 12/31/2016 5.CompuTrus hascontrol over and assumes no responsibility for the neuuary faMk.tton,handing,shipment end Instafstion of components. 7.Design assumes adequate drainage Is provided. October 2 N.This deign is furnished subject to the lmitations set forth by 8.Plates shall be bated on both faces of truss,and placed so their unto L r 01 �+ TPNMCA in BCSI,copies of which will be furnished upon request. Ines coincide with joint anter lines. 9.Digits indicate size of plats In Inches. MITek USA.Inc./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 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-12=1-383) 2159 12- 3=1 0) 331 8-18=1-113) 635 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2848) 584 12-13=1-271) 1630 12- 4=1-138) 618 18- 9=1-221) 212 WEBS: 2x4 KDDF STAND 3- 4=1-2564) 627 13-15=1-206) 1594 4-13=(-321) 203 LOADING 4- 5=(-1832) 493 14-16=1 0) 0 13- 5=(-211) 858 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-1411) 444 16-17=( -9) 58 13- 6=(-529) 187 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1595) 493 17-18=1-236) 1632 6-15=1 -48) 316 TOTAL LOAD = 42.0 PSF 7- 8=1-1299) 429 18-10=(-316) 1431 16-15=1 0) 82 ----____...____ _ = 8- 9=(-1719) 460 15-17=(-229) 1585 NOTE: 2x4 BRACING AT 24"OC DON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-1941) 479 15- 7=(-159) 72 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=1 0) 68 17- 7=1 -78) 138 ______ = BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7-1B=(-507) 162 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" 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" -227/ 1542V -196/ 196H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -227/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL = -0.092" @ 17'- 4.5" Allowed= 1.654" MAX TL CREEP DEFL = -0.185" @ 17'- 4.5" Allowed= 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 9-11-11 14-00-10 9-11-11 MAX HORIZ. LL DEFL = 0.059" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.098" @ 33'- 6.5" 2-07-04 3-06-05 3-10-02 2-01-13 5-03 6-07-13 4-10-11 5-01 1 T T T T T T T T 12 12 Design conforms to main windforce-resisting M-4x6 M-4x6system and components and cladding criteria. 9.00 I7 M-3x4 M-3x8 Q 9.00 6 7 Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ria+ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, M-3x4 End vertical(s) are exposed to wind, Truss designed for wind loads • M-1.5x3 in the plane of the truss only. + + M-1.5x3 3 o :M-4x4 .-- \.:, ip+ Cr. 1 1 st-3x9+ M-3x8 03 14 16 117 l9 ''. ,s, I M-3x4+ of M-5x8 M-5x6 0.25" M-3x5 I o M-5x10 M-5x8(S) o .a 3.75 M-1.5x3 12 y ), J' l l y y lP R 2-05-08.i., -05=08y 7-02-07 1-0511-12 4-11-08 7-01-05 9-07-15 y y C'J����� OfFss 1-oQ-os-o8 8-08 y y 22-10-08 y 00 ` 0NG�N1 � fqt. y 12-01-08 1-00 21-10-08 14.7 y y :9782PE 9� s 1-00 34-00 1-00 • JOB NAME : POLYGON 3410-D NH - C2Xr. hi Scale: 0.1604 C.„ '"7 •REGON WARNINGS: GENERAL NOTES, unless othenwhe noted: 2/. �Oy A5 �" 1.Bulder and erection contractor should be advised ofd General Notes 1.This design h based only upon the parameters shown and Is for en Individual ,,,�j� V p� Q� Truss: C 2 X and Wbrnings beton construction commences. building component.AppluNlity of design parameters and proper 7 ^1 -tr/.` 2.204 compression web bradnp must be'nestled whin shown+. Incorporation of component Is the reaponalbWry of the binding designer. j.- 1,V 3.Additional temporary bradng to Insure stability during construction 2 Deign aawmes the top and bottom chords to be latently braced at "! ' A U L Q` 2 o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the credor.Additional permanent bradng of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 10/27/2015 the overel structure Is the responelbllty of the building designer. 3.Dc Impact brtdging or lateral bredng required where shown++ S E K 14 8 7 3 5 6 4.No bad shoud be applied to any component until after al bracing end 4.Installation of trues Is e neponsiblity of the respective contractor. Q fasteners an complete and at no time should any dads greater than 5.Design assumes tenses are to be used M a ton-corrosive environment, EXPIRES: 12/31!2016 T RAN S I D: LINK deign bads be applied to any component. and are far"dry condition"of use. 5.CompuTrus hes no control over end assumes no responsibility for the 8.Design assumes MI bowing at all supports shown.Shim or wedge If October 27,2015 necessary. fabrication,handling.shipment and Installation of components. 7.Deign assumes adequate drainsge Is provided. 8.ThIs design Is furnished subject to the limitations sat forth by 8.Plates shall be boated on both faces of truss,and placed so their center TPVW1CA in BCSI.copies of which veil be furnished upon request. Ines coincide with joint center lines. 9.Dlgtts Indicate size of plate In Inches. MiTek USA,Inc.lCompuTrus Software 7.6.7)1L)-E 10.For bulls connector piste design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-10=(-227) 1544 10- 3=( 0) 250 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-1981) 425 10-11=(-228) 1543 3-11=(-368) 203 WEBS: 2x4 KDDF STAND 3- 4=(-1602) 464 11-12=(-161) 1390 11- 4=(-140) 607 LOADING 4- 5=(-1185) 438 12-13=(-161) 1390 11- 5-(-403) 102 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1185) 438 13-14=(-263) 1460 12- 5-( 0) 285 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1602) 464 14- 8=(-262) 1462 5-13=(-402) 102 TOTAL LOAD = 42.0 PSF 7- 8=(-1981) 424 6-13=(-140) 607 ____________ ___= 8- 9=( 0) 68 13- 7=(-368) 202 NOTE: 2x4 BRACING AT 24"OC UONFOR LL = 25 PSF Ground Snow (Pg) 7-14=( 0) 250 ALL FLAT TOP CHORD AREAS NOT SHEATHED ___________ ___= 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) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -239/ 1542V -234/ 234H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -239/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/1B0 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 - -0.068" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.140" @ 17'- 0.0" Allowed - 2.206" MAX LL DEFL - -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL - 0.036" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.060" @ 33'- 6.5" 11-11-11 10-00-10 11-11-11 Design conforms to main windforce-resisting '( T 1 T system and components and cladding criteria. 6-02-12 5-08-15 5-00-05 5-00-05 5-08-15 6-02-12 f '1 'f '1' '( f1' Wind: 140 mph, h-23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 9.00 7 M-4x6 M-3x8 6th-4x6 Q 9.00 End vertical(s) are exposed to wind, 5 Truss designed for wind loads ..= in the plane of the truss only. M-3x4 M-3x4 3 + 4- 0 0 1 10 11 12 1 13 19 .S% IM-3x5 M-1.5x3 M-3x8 0.25" M-3x8 M-1.5x3 M-3x5 oI M-5x6(S) �n 1O P R 0Fe6, ) ) ,L ) ) l ) r.�� `GINE S/ 6-01 5-06-15 5-04-01 5-04-01 5-06-15 6-01 „' , ,V' �i9 0 J. 34-00 1-00 �w $9782PE fir" JOB NAME : POLYGON 3410-D NH - C3 Scale: 0.1727 t . WARNINGS: GENERAL NOTES, unless otherwise noted: [/.,�r 40 1.Bulder and @radian contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and la for an Indlviduai J OREGON Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper / fl0 2.2x4 compression web bradng must be Installed where shown F. Incarporstbn of component h the responsiblly of the buldlrp designer. .d�V/Ap y G v ��, 3.Additional temporary bracing to Insure stability during conetmdbn 2 Design assumes the top and bottom chords to M Wendy braced at 7 'l 1 J `,�j_ Is the responsibility of the erector.Additional permanent bradng of 7 e.c.and al 18 o.n.respectively carless booed throughout that length by 4 V DATE: 10/26/2015 the overal structure is the responsibility cordin act sheathing legor such as plywoodcig re airedstiestwhere s and/or drywaA(BC). p/1 t �� aponstbAly of the bulling designer. 3.2x Impact bridging or pleral bradng required wham shown•+ �7 i.. SEQ.: Ki4 8 7 3 5 7 4.No load should be applied to any component until after all bradng and 4.Installation of truss Is the responstbilry of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D• LINK design loads be appiled to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and seaumes no responsibility for the 6.Design assumes NI bearing al al supports shown.Shim or wedge If EXPIRES: 12/31/2016 necassa, fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. Octol�e r 27 e.This design Is fundehed subject to Me lknaatlons set forth by B.Plates shall be located on both faces of buss,and placed so their anter V l u G(,2015 TPWWTCA M BCSI,copies of which will be furnished upon request. Anes coincide with joint canter Ines. 9.Digits Indicate size of plata in Inches. MiTek USA,Inc./CompuTrue Software 7.6.7(1L)-E 1o.For basic connector plata design values sea ESR-1311,ESR-1998(Mask) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-14=(-499) 2175 14- 3=( 0) 331 BC: 2x4 KDDF f(1&BTR SPACED 24.0" O.C. 2- 3=(-2848) 727 14-15=(-381) 1643 14- 4=(-150) 620 WEBS: 2x4 KDDF STAND 3- 4=(-2564) 758 15-17=(-338) 1594 4-15=(-321) 179 LOADING 4- 5=(-1832) 614 16-18=( 0) 0 15- 5=(-244) 858 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 18-19=( -13) 58 15- 7=(-531) 222 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-1411) 534 19-20=(-361) 1632 7-17=( -54) 331 TOTAL LOAD = 42.0 PSF 7- 8=(-1595) 601 20-12=(-401) 1431 18-17=) 0) 82 __= 8-10=(-1299) 511 17-19=(-350) 1585 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 17- 8=(-176) 82 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-1719) 576 19- 8=( -78) 138 _____= BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-1941) 590 8-20=(-518) 182 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=( 0) 68 10-20=(-122) 635 OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POE. 20-11=(-211) 187 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -303/ 1542V -197/ 197H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -303/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 0-01-13 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 if MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 11-11-11 10-00-10 11-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.092" @ 17'- 4.5" Allowed = 1.654" 2-07-04 3-06-05 3-08-01 2-02 5-03 4-07-13 �2-02 4-08-11 5-01 MAX TL CREEP DEFL= -0.185" @ 17'- 4.5" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 10-00 10-00 f f 1 1 MAX HORIZ. LL DEFL = 0.059" @ 33'- 6.5" 12 M-63x4 9 12 MAX HORR. TL DEFL = 0.098" @ 33'- 6.5" 9.00 P M-9x6 NN9.00M-3x8Design conforms to main windforce-resisting 7 ar.. system and components and cladding criteria. Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, End vertical(s) are exposed to wind, + 4Truss designed for wind loads in the plane of the truss only, M-1.5x3 /\3o =M-4x9r, Ale' o a, 1 M-5x10 M-3x8 05 16 is so `.\3 o i M-3x4+o x4+ of M-5x8 M-5x6 0.25" M-3x5 \ of d 3.75 M-1.5x3 M-5x8(S) 12 y l ci l y y y y P R y 2-05=08y 7-02-07 1-051-001-12 4-11-08 7-01-05 9-07-15 y y u ' t" DFess 1-00-05-08 8-08 y y 22-10-08 1-00 \5 NGIN��R rem J' y 12-01-08 1-00 21-10-08 y y Z./ (/W89782PE �� 1-00 34-00 1-00 • JOB NAME : POLYGON 3410-D NH - C3X �� ' `+ Scale: 0.1604 �AA!,,. 1746, OREGON '., WARNINGS: GENERAL NOTES, unless otherwise noted: f Q Q" 1.Builder and erection contractor ehould be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual I.,s�,� q l Y '�5 (IP ,�. Truss: C3X and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown•. Incorporation of component Is the responsibility of the bcldlrq designer. 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom dards to be laterally brand al [7//�� Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and al 1 V c.c.respectively as ely unless braced throughout their length by /"t u continuous sheathing such as plywood sheathkp(TC)and/or drywal(BC). DATE: 10/27/2015 the overall structure is the responsiblity of the building designer. 3.2x Impact bridging or lateral bracing required where shown•• S E K 14 8 7 3 5 8 4.No load should be applied to any component until after al bradng and 4.Installation of truss la the responsibilry of the respective contractor. 4' fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, EXPIRES: 12/31/2016 design bade be applied to any component. and are for"dry condition"of use. T RAN S I D: LINK 8.Design assumes foil bearing at al supports shown.Shim or wedge If October 27,2015 5.CompuTrus has no control over and assumes no responsibility for the ,barn, fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 8.This design la furnished subject to the limitations set forth by 8.Plates shall be located on bath faces abuse,and placed so their anter TPIWrCA In BC SI.copies of which wll be furnished upon request. lines coincide with joint center tines. 9.Digne Indicate sloe 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-1989(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2- 9=(-210) 1513 9- 3=( 0) 293 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-1962) 415 9-10=(-210) 1512 3-10=(-477) 245 WEBS: 2x4 KDDF STAND 3- 4=(-1502) 458 10-11=(-123) 1096 10- 4=( -87) 457 LOADING 4- 5=(-1086) 435 11-12=(-240) 1442 10- 5-(-125) 130 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6-(-1508) 460 12- 7-(-239) 1443 5-11=( -81) 528 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7=(-1962) 415 11- 6=(-472) 245 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 68 6-12=) 0) 291 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ______ _ - - 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" -250/ 1542V -273/ 273H 5.50" 2.47 KDDF ( 625) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 34'- 0.0" -250/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL - -0.077" @ 20'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.146" @ 20'- 0.0" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 0 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.034" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.058" @ 33'- 6.5" 13-11-11 6-00-10 13-11-11 T T T f 7-02-12 6-08-15 6-00-10 6-08-15 7-02-12 Design conforms to main windforce-resisting '' '' '( '1' 'I' '1 system and components and cladding criteria. 12 12 M-4x6 M-5x6Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9.00 9.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), .f.1..ammommumwmuitt. 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-5x8(5) M-5x8(5) 0.25" 0.25" 3 6 O p 1o -3x5 M-1.5x3 M-3x8 M-3x4 M-1.5x3 M-3x5 \ 1 o M-3x5(S) y y y y ()pen 6-06-15 y09-15 6-05-03 7-01 .`( N /y y " 04 O.� s016-00 18-00 c �y l ma 1-00 34-00 1-00 ' 89782PE v JOB NAME : POLYGON 3410-D NH - C4 • • Scale: 0.1602 ", WARNINGS: GENERAL NOTES, unless othamba noted: VNI/OREGON 40 1.Builder and erection corer-solar should be advlaed of al General Notes 1.This design I based only upon the parameters shown and Is for an Individual o'er a,.,,, Truss: C 4 and Warnings before construction commences, building component.Applicability of design parameters and proper �(2.2s4 compression web bracing must be Installed where shown.. Incorpora9on of component Is the rosponalbWy of IM binding daalgnsr. .s' i}Pi y A 5 _4Q► 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to M laterally breed at 7 '1 Is the respomibilly of the encode,Addlbnal permanent bracing of 7 o.c.end at 10'o.c.respectively unless broad throughout and/ortheird,y length byIt. DATE: 10/26/2015 the overall structure Is the responsibility of the balding designer. 3.2s.Impact briuous dging oar such lateral braplywood required�wt1e a shown•a• ryw.l(Bc). PA /l 1 t SEQ.: K 14 8 7 3 5 9 4.No bad should be applied to any component urn after al bradng and 4.Instillation of tens Is the responsibility of the reapective contractor. 1 U fasteners are complete and at no time should any bade greater than 5.Design assumes trusses ars to be used Ins non-corrosive environment, design bade be applied to any component. and ars for"dry condition"of a . T RAN S I D: LINK 6.Design assumes full bearing at al supports shown.Shim or wedge If 5.CompuTrus hes no control over and assumes no responsibility forme necessary. EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. OctQbe r 27 6.This design le furnished subject to the limitations set forth by 6.Plates shall be bated on both feces of tens,and placed so their center ,2015 TPWVTCA In SCSI,copies of which vii be furnished upon request. Ines coincide with joint center lines. 9.Digits Indicate size of plate In Indus. MiTek USA,Inc./CompuTrus Software 7.6.7(11)-E 10.For basic connector plate design values see ESR-1311.ESR-1966(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-11=(-314) 1519 11- 3=) 0) 293 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1962) 527 11-12=(-314) 1517 3-12=(-477) 232 WEBS: 2x4 KDDF STAND 3- 4=(-1502) 569 12-13=(-155) 1096 12- 4=) -75) 466 LOADING 4- 5=( 0) 0 13-14=(-334) 1442 12- 7=(-141) 146 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL) 7.0) ON TOP CHORD = 32.0 PSF 4- 7=(-1086) 517 14- 9=(-333) 1443 7-13=( -73) 528 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 13- 8=(-472) 232 TOTAL LOAD = 42.0 PSF 7- 8=(-1508) 571 8-14=) 0) 291 = 8- 9=(-1962) 527 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=) 0) 68 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 OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -328/ 1542V -274/ 274H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -328/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.080" @ 20'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.146" @ 20'- 0.0" Allowed = 2.206" 15-11-11 2-00-10 15-11-11 MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" ` f ` MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" ,/ 7-02-12 6-06-15 f2-022f-00-10f2-02 2-02 ,/ 6-06-15 7-02-12 ,II MAX HORIZ. LL DEFL = 0.034" @ 33'- 6.5" I f 1 1 1 1 f I MAX HORIZ. TL DEFL = 0.058" @ 33'- 6.5" 14-00 / I 14-00 f f 5 6 I I 12 M-9x6 M-5x6 12 Design conforms to main windforce-resisting 9.00 1 4 9.00 system and components and cladding criteria. e:;'. 41. Wind: 140 mph, h=25.2ft, 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, M-5X8(5) M-5x8(5) Truss designed for wind loads in the plane of the truss only. 0.25" 0.25" ,lIlli 0 0 �i r^I -3x5 M-11.x3 M-3x8 •` M-3x4 M-115x3 M-3x5+•. 0 of 0 0 M-3x5(S) y y y y y y c;cO PROFF(, 7-01 6-06-15 6-09-15 6-05-03 7-01 .(� 06) y 16-00 y 18-00 y �C > 'NGINE, 13) Llr�� 1-00 34-00 1-00 �" •9782PE mac" JOB NAME : POLYGON 3410-D NH - 05 / Scale: 0.1602 '�r� WARNINGS: GENERAL NOTES, unless otherwise noted: C/' 0} I.Bolder and erection contrador should be advised of al General Notes 1.This design is based only upon the parameters shown and Is for an Individual OREGON " Truss: C 5 and Warnings before construction commences, building component.Applicability of design parameters and proper /, Q 2.2a4 compression web bracing must be Installed where shown a. Inarpontbn of component Is the responsibility of the building designer. 11/5) d/C!�^y A G 9 3.Additional temporary bracing to Insure*ability during construction 2.Design and IS the top and bottom chords to W laterally bead at 7 /^r J Is Be responsibility of Iha erector.AddN oo.t permanent bracing of 2 o.c.and at f 0'o.e,respectively unless braced throughout their length by lr � �`NI continuous sheathing such as plywood shesmmg(TC)and/or drywal(BC), /1 1 1 t DATE: 10/26/2015 the overal structure Is the responsibility of the bulding designer, 3.2.Impact bridging or lateral bradng required where Mown a a 7 lJ i� SEQ.: 111487360 4.No bad should be applied to any component untl after al bradng and 4.Installation of truss is the responsibility of to respective contrador. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used ins non-corrosive environment, T RAN S I D• LINK design bads be applied to any component. and ere for"dry oondlUon"of use, 5.compuTrus has no control over and aeaumes no respondbllay for the s.Design assumes nal bearing al al supports shown.Shim or wedge It EXPIRES: 12/31/2016 neassery, fabrication,handling,Mipment and instalMUon of components. 7.Design assumes adequate drainage is provided. October 27 L 6.This design is furnished subject to the limitations set forth by S.Plates shat be bated on both fans of truss,and placed so their anter fJ L 1 r 20 J TPUWTCA In SCSI,copies of which nil be furnished upon request. lines coincide with Joint anter tins. MITek USA,Inc.lCompuTrus Software 7.6.7)1L)-E 9.Digitsbasic connector plats In Inches. plate design values see ESR-1311,ESR-t989(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-10=(-215) 1640 3-10=(-246) 204 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3-(-1946) 412 10-11=(-153) 1374 10- 4=( -60) 472 WEBS: 2x4 KDDF STAND 3- 4=(-1748) 460 11-12=(-153) 1254 4-11=(-615) 289 LOADING 4- 5=(-1271) 455 12- 8=(-229) 1432 11- 5-1-368) 1139 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-1271) 455 11- 6-(-615) 289 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1748) 460 6-12=( -60) 473 TOTAL LOAD = 42.0 PSF 7- 8=(-1946) 412 12- 7=(-246) 204 OVERHANGS: 12.0" 12.0" 8- 9=1 0) 68 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" -272/ 1542V -336/ 336H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -272/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.074" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL - -0.148" @ 17'- 0.0" Allowed = 2.206" 17-00 17-00 MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed - 0.100" f f f MAX TL CREEP DEFL - -0.003" @ 35'- 0.00 Allowed = 0.133" 5-10-14 5-06-09 5-06-09 5-06-09 5-06-09 5-10-14 I MAX HORIZ. LL DEFL = 0.038" @ 33'- 6.5" ♦ T 1I ' '' 1' '1 "I MAX HORIZ. TL DEFL = 0.060" @ 33'- 6.5" 12 12 M-4x6 9.00 7 .c. 19.00 4.0" Design conforms to main windforce-resisting 5 ,(,( system and components and cladding criteria. it Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6(5) M-5x6(5) load duration factor-1.6, End vertical(s) are exposed to wind, 0.25" Truss designed for wind loads .25" in the plane of the truss only. 4 >1.5X34$4fr1.5<\ 4.0 10 l -3x5 M-3x4 10.25" M-3x4 M-3x5 { PR c M-5x8(S) ���G� OPC6S y y y y y �� �NGIN��,4 /� 8-08-03 8-03-13 8-03-13 8-08-03 \ 0 J' ), y l y 1-00 34-00 1-00 �` 8'782PE r" JOB NAME : POLYGON 3410-D NH - C6 A;107‹:. ) • Scale: 0.1602 WARNINGS: GENERAL NOTES, waess otherwise noted: V 1.Bulkier and erection contractor should be advised of al General Note. I.This design Is based only upon the perimeters shown and la for an individual ,y "� OREGON Truss: C 6 and Warnings before construction commence., balding component.Applicability of design parameters and proper . 4/ �` 2.2c4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the binding designer, .Q�� /1 N. G ¢ 3.Addidonal temporary bracing to Insura stability during construction 2 Design assumes the top and bottom chords to be throughouty braced at 7T '1 Y J Is the responsibility of the erector.Additional permanent bracing of Na S continuous and at ea o.c.each as sly unless bead Meh length by DATE: 10/26/2015 the overall structure Is the resporeibsly of the buldl de pactsheathing such t plywood required where s and/or drywel(BC). p/�UL CA\ rq signer. 3.2t Impact bridging or lateral bracing required where shown+. I'� SEQ.: v1487361 4.No bad should be applied to any component until after el bradng and 4.Insta abon of truss la the reaponslbilty of the reapsd'e contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment design bads be speed to any component. and are for"dry condition"of use. TRANS I LINK 8.Design assumes full bearing at sl supports assshown.Shim or wedge If EXPIRES: 12/311201 fi 5.CompuTrus has no control over and mums no responsibility for the nea..ary. + febdation,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. October27 8.Thle design Is furnished subject to the limitations set forth by 8.Plates shall be bated on both faces of truss,and placed so their center ,2015 TPVWTCA In SCSI,copies of which vdl be furnished upon request. Ines coincide with lord center Ines. 9.Digits Indicate size of plate In Inches. Muck USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate deefon values see ESR-1311.ESR-1958(MITsk) 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/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2964) 606 1-6=(-574) 2210 6-2=( -246) 1338 BC: 2x6 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-1892) 432 6-7=(-568) 2182 2-7=( -986) 270 WEBS: 2x4 KDDF STAND 3-4=( -202) 228 7-8=(-366) 1342 7-3-( -708) 3166 LOADING 4-5=( -14) 6 3-8=(-2634) 656 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 8-4=( -204) 182 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) -',. ( 2 ) complete trusses required. LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -533/ 2562V -141/ 277H 5.50" 4.10 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN @@ADDL: BC CONC LL+DL= 1175.0 LBS @ 2'- 0.0" 10'- 0.0" -820/ 3392V 0/ OH 5.50" 5.43 KDDF ( 625) nails staggered: ADDL: BC CONC LL+DL= 620.0 LBS @ 4'- 0.0" �/�� 9" oc in 1 row(s) throughout 2x4 top chords, ADDL: BC CONC LL+DL= 620.0 LBS @ 6'- 0.0" /x`!x\ 9" oc in 2 rows) throughout 2x6 bottom chords, @@ADDL: BC CONC LL+DL= 1755.0 LBS @ 7'- 0.0" 9" oc in 1 row(s) throughout 2x4 webs. ADDL: BC CONC LL+DL= 944.0 LBS @ 9'- 0.0" OND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFL = 0.015" @ 6'- 4.9" Allowed = 0.454" MAX TL CREEP DEFL = -0.045" @ 6'- 4.9" Allowed = 0.606" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.004" @ 9'- 6.5" MAX HORIZ. TL DEFL = 0.007" @ 9'- 6.5" Design conforms to main windforce-resisting 3-08-09 2-11-13 2-11-13 0-03-12 system and components and cladding criteria. f '1' f 1'1' Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.00 M-1.5x3 5 load duration factor=l.6, 4 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. HANGER BY OTHERS TO APPLY CONC. LOAD(S)EQUALLY TO ALL MEMBERS. M-3x5 411 '-1 I r 0 , Al ..I .',1 1 = 6 7 **8 I M-3x4 M-1.5x3 M-5x8 M-4x8 y +11758 +6208 +620#+1755# +9448 6 c<5,,,, D P R Op`s3-06-13 2-10-01 3-07-01 y y �\ NZ.;) • 10-0o � 6) el,2��` 89782PE � JOB NAME : POLYGON 3410-D NH - CGIRD Scale: 0.2846 WARNINGS: GENERAL NOTES, unless otherwise noted: v 4) I.Builder and erection contractor should be advised of al General Notes I.This deign Is based only upon the parameters shown and Is for en individual R E G ON 0'`� Truss: CGIRD and Warnings before construction commences. building component.Applkadlly of design parameters and proper 2.Dr4 compression web bracing must B.Installed where Mown+. incorporation of component le the responslbllty of the building designer. ,Q � 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom dards to be leerily braced at /9, G"r R y A G.. is the responsibility of the erector.Additional permanent bracing o} 7 cr.e.and al 10'c.c.respectively unless braced throughout their length by •T \-.4 Y DATE: 10/26/2015 the overall■Inrtture Is me responsibility of the buldl de nem, continuous MeriMng such as plywood airedsheethere'and/or drywaA(BC). p/�'+t n9 deigns, 3.Dr Impact bridging or plant bracing required where■hown++ I"�I�,J L» SEQ.: K1487362 4.No bad should be applied to any component untl after al 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 tnnraes are to be used In•noncorrosive environment, design bade be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 6.Design assumes full nobearing at all supports shown.Shim orwedge It EXPIRES: 12/31/2016 5.compuTrus hes no control over and assumesresponsibility for the necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. ('I bar 27 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 l ,2015 TPWYTCA In SCSI,copies of which will be furnished upon request. lines coincide with join)center lines. 9.Digits Indicate size of piste In Inches. M(Tek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate deign values sea ESR-1311,ESR-1988(MITek) 1 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/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(0) 68 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(0) 111 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" -77/ 264V -19/ 72H 5.50" 0.42 KDDF ( 625) 1'- 10.9" -179/ 226V 0/ OH 1.50" 0.36 KDDF ( 625) LL = 25 POE' Ground Snow (Pg) 10'- 0.0" 0/ 79V 0/ OH 5.50" 0.13 KDDF ( 625) " For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IC OND. 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 = 0.003" @ 1'- 0.0" Allowed = 0.123" MAX TC PANEL TL DEFL = -0.010" @ 1'- 1.5" Allowed = 0.184" MAX BC PANEL LL DEFL = 0.017" @ 4'- 4.6" Allowed = 0.454" MAX BC PANEL TL DEFL = -0.208" @ 5'- 10.2" Allowed = 0.606" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting 1-11-11 system and components and cladding criteria. 1 Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.00 load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 3 koO � o � I }CJ *+ 4 M-3x4 l y y 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 10-00 ' �a�D PR���ss � ANGfNE. /0 89782 P E ��" JOB NAME : POLYGON 3410-D NH - CJ1 Scale: 0.5235 WARNINGS: GENERAL NOTES. unless otherwise noted: (,/ t() 1.Budder and erection conlrador should be advised of el General Notes 1.This design is based only upon the parameters shown and is for en Individual 174/ OREGON h' Truss: CJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper i/, (5 V 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 9+('� (//d r V (o 3.Addition&temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 7�T� '�1 J <j` Is the re aponsibiltty of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c.respectNely unless braced throughout their length by V' continuous sheathing such as plywood sheathing(TC)andtor drywell(BC). p/1 1 't �` DATE: 10/26/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ !^�u 1. SEQ. : K 14 8 7 3 6 3 4.No bad should be applied to any component unlit 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 greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, T RAN S I D• LINK design bads be applied to any component. and are for"dry condition"of use, 5.CompuTrue has no control over and assumes no responsibility for the 6.n:ce assumes lull bearing al all supports ahovm.Shim or wedge If EXPIRES: 12/31/2016 necessary. febrlcetlon,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. October 2/-7 ,201 5 6.This design le furnished subject to the Iimeetions set forth by B.Plates shall be located on both faces of buss.and placed so their center TPUWTCA In BCS(,copies of which win be furnished upon request. fines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc.ICompuTrus Software 7.6.7(1L)-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/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #14BTR SPACED 24.0" O.C. 2-3=(-46) 92 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" -23/ 364V -37/ 118H 5.50" 0.58 KDDF ( 625) 3'- 10.9" -220/ 199V 0/ OH 1.50" 0.32 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 10'- 0.0" 0/ 85V 0/ OH 5.50" 0.14 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. [COND. 2: Design checked for net(-5 psf) uplift at 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 = -0.018" @ 2'- 3.8" Allowed = 0.290" MAX TC PANEL TL DEFL = -0.045" @ 2'- 0.7" Allowed = 0.435" MAX BC PANEL LL DEFL = -0.025" @ 4'- 4.6" Allowed - 0.454" MAX BC PANEL TL DEFL = -0.268" @ 5'- 5.8" Allowed = 0.606" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = 0.001" @ 3'- 10.9" 3-11-11 Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9.00 F77 3 -f (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, M 00 4 0 1 M-3x4 y 1-00 [PROVIDE FULL BEARING:Jts:2,3,4 [ 10-00 P R Q1F 9 4. 89782PE JOB NAME : POLYGON 3410-D NH - CJ2 .,. ., �! `-ow- - Scale: 0.4860 4111, WARNINGS: GENERAL NOTES, unless otherwise noted: L'1711,' / �� 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon 9n parameters shown and k bran individual 1.-O R E O N O Truss: CJ2 and VWmInge before construction commences. b ildingcorpo component.Anent a litythe of design parameters and proper ��1 /�� 4 G 9 2.Zx4 compreeeion web bracing must be Installed where shaven•. incorporation of component la the raeporWbiiy of the building designer. 4:,7 3.Addlbnal temporary bracing to Insure stability during construction 2 Design assumes the top and bosom chords to be laterally bread at �� is the responsibility of the erector.Additional permanent bracing of 7 oats and et 10'oats respectively unless braced throughout their length by continuous sheethkg such a plywood sheethkg(TC)and/or dryne l(BC). p/I 1 't DATE: 10/26/2015 the overal structure la the responsibility of the building deelgner. 3.2k Impact bridging or lateral brednp required where shown•• 1 f,J L SEQ.: K1407364 4.No load should be applied to any component until after al bracing and 4.lnatalatbn of trans la the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design mums.trusses are to be used In a noncorrosive environment. T RAN S I D• LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over end assumes no responsibility for the 8.Design assumes hull bearing el all supports shown.Shim or wedge 11 necessary. EXPIRES: 12/31/2016 fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. L October X77 6.This design le furnished subject to the limitations set forth by 8.Plates shat be bated on both faces of truss,and placed so their anter October I,2015 TPWYrCA In SCSI,copies of which will be furnished upon request. lines coincide with joint anter linea. 9.Digits Indicate size of plate In Inches. MITek USA,Inc.lCompuTrus Software 7.6.7(1L)-E t0.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 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(-170) 221 3-5=(-287) 222 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-347) 162 WEBS: 2x4 KDDF STAND 3-4=(-101) 63 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -78/ 534V -55/ 165H 5.50" 0.85 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.9" -114/ 53V 0/ OH 1.50" 0.09 KDDF ( 625) 10'- 0.0" -42/ 268V 0/ OH 5.50" 0.43 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.004" @ 5'- 1.1" Allowed - 0.270" MAX LL DEFL - 0.000" @ 0'- 0.0" Allowed - 0.178" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed - 0.238" MAX BC PANEL TL DEFL = -0.428" @ 5'- 1.3" Allowed - 0.605" 5-11-11 MAX HORIZ. LL DEFL = 0.002" @ 9'- 9.2" f ,r MAX HORIZ. TL DEFL = 0.003" @ 9'- 9.2" M-1.5x3 Design conforms to main windforce-resisting 12 3 IA( system and components and cladding criteria. 9.00 �� Wind: 140 mph, h-21.4ft, 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(.) are exposed to wind, Truss designed for wind loads .401 in the plane of the truss only. v. 0 0 I 0 I 11 4...1 +* 5 o M-3x4 M-1.5x3 y 1-00 y y (PROVIDE FULL BEARING;Jts:2,9,5 I 10-00 �tiQ,°D PROF4ss tics (N(aINFcR /per •9782 P E �v JOB NAME : POLYGON 3410-D NH - CJ3 ,e. -...' Scale: 0.4485 WARNINGS: GENERAL NOTES, unless otherwise noted: �/ C✓.,,�r / �4) 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for en Individual J�OREGON � Q,,, Truss: CJ3 and Warnings before conetrudlon commences. building component.Applicability of design parameters and proper f, (y 2.2x4 compression web brsdng must be Installed where shown a. incorporation or component Is the responsibility of the balding dealgner. .A- C/�!h V 3.Additional temporary bracing to insure stability during construction 2 Design and at l O e.top and Defy u asschobraced to be latency braced N 7 'l/Y Is the rssponsibley of the erector.Additional permanent bracing of 7 o.c, at 1 P o.c.rsuch a plywood unless throughout r dryweir length by continuous sheathing such as sheathing(TC)and/or drywel(BC). plie. /�IJ t �` DATE: 10/26/2015 the averse structure Is the responsibility of the balding designer. 3.Di Impact bridging or lateral bracing required where shown•• �`1 L SEQ.: K1487365 4.No bad should be applied to any component until after al bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners ars complete and et no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, T RAN S I a• LINK design pada be applied to any component. and ars for'dry condition"of 5.CompuTrue has no control over end essumee no responsibility br the 6.Design assumes lull bearing at all supports shown.Shim or wedge It EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is prodded. October 27 6.This design's furnished subject to bre Rmeations set forth by 8.Plates shall be located on both faces of truss,and placed so their center l I t�O `� TPIANICA In SCSI.cop's.of which will be tarnished upon request. Inas coincide with joint order lines 9.Digits Indicate arn at plate In Inches. MiTek USA.Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1966(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/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 68 2-5-(-153) 194 3-5=(-252) 199 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-318) 149 WEBS: 2x4 KDDF STAND 3-4=( -79) 37 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -42/ 533V -74/ 213H 5.50" 0.85 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 10.9" -95/ 72V 0/ OH 1.50" 0.11 KDDF ( 625) 10'- 0.0" -37/ 253V 0/ OH 5.50" 0.40 KDDF ( 625) ,k LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 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 = 0.078" 7-11-11 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" '' 'r MAX TC PANEL LL DEFL = 0.007" @ 2'- 9.3" Allowed = 0.391" MAX BC PANEL TL DEFL = -0.431" @ 5'- 1.3" Allowed = 0.605" MAX HORIZ. LL DEFL = -0.002" @ 9'- 9.2" ° MAX HORIZ. TL DEFL = 0.002" @ 9'- 9.2" 12 Design conforms to main windforce-resisting 9.00 system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), , load duration factor=1.6, ikhEnd vertical(s) are exposed to wind, Truss designed for wind loads kri o in the plane of the truss only. c 0 I 0 t I .. 5 o 1 M-3x4 M-1.5x3 J' 1-00 y 'PROVIDE FULL BEARING;Jts:2,9,5 I 10-00 y '<���GIN O��ss< �` 89782PE c" JOB NAME : POLYGON 3410-D NH - CJ4 . • Scale: 0.4170 WARNINGS: GENERAL NOTES, unless otherwise noted: Cr. -^ I.Builder and erection contractor should be advised of a1 General Notes 1.This deign Is basad only upon the parameters shown and Is for an Individual a OREGON �� Truss: CJ4 and Warnings before construction commences. building component.App0cabiley of design perimeters and proper y���f� Q j" 2.Zx4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. & { �,C; 3.Additional temporary bracbg to Pleura stability during construction 2 Design assumes the lop and bottom unless ler to be laterally braced at R Y + _ Is the rospomiblllty of the erector.Additional permanent bracing of 7 o.c.and at 10'o.c.respectively unless braced throughout their length by `V continuous sheathing such as plywood sheathing(TC)and/or tlrywall(BC). p/A DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown...... �"1 UL SEQ.: K 14 8 7 3 6 6 4,No bad should be applied to any component ural after al bracing and 4.Installation of thus Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater then 5.Design assumes trusses ars to be used M a noncorrosive environment, design bade be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 6.Design assumes fill bearing at al supports shown.Shim or wedge if 5.CompuTrua has no control over and assumes no responsibility for the ,ecea„ry. EXPIRES: 12/31/2016 fabrication,handing, shipment and Installation of components. 7.Design MUMS.adequate drainage la provided. October2 T 6.This deign le furnished subject to the limitations set forth by 8.Plates shall be bated on both faces of trues,and placed so their center ,2015 TPIANTCA In SCSI,copies of which will be fumlehed upon request. Inas coincide with Joint anter lines. Trus Software 7.6.7 1 L E 9.Digits Indicate size of plate In Probes. MITek USA,inc./Com Pu ( )- to.For basic connector plate deign values sea 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/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(-199) 235 3-5-(-305) 259 BC: 2x4 KDDF #1&BTR SPACED 24,0" Q.C. 2-3=(-364) 170 WEBS: 2x4 KDDF STAND 3-4=(-113) 69 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -53/ 558V -93/ 262H 5.50" 0.89 ROOF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 9.2" -62/ 288V 0/ OH 5.50" 0.46 KDDF ( 625) 9'- 11.7" -78/ 128V 0/ OH 1.50" 0.21 KDDF ( 625) "* For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP [C OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. [ AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" 9-11-11 MAX TC PANEL LL DEFL = 0.011" @ 7'- 8.2" Allowed = 0.379" / I f MAX BC PANEL TL DEFL - -0.428" @ 5'- 1.3" Allowed = 0.605" MAX HORIZ. LL DEFL = -0.003" @ 9'- 9.2" MAX HORIZ. TL DEFL = 0.003" @ 9'- 9.2" Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=22.9ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.00 7 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-1,5x3 rD 0 4.4I O r 0 r1 o /7/ 4 M-1.5x3 y ; y ���° P R()Fes 1-00 [PROVIDE FULL BEARING;Jts:2,5,4 110-00 r' \ _`f��N� ��/O�y- CCvv..__�• ��il? 'T _lam ' 8.782 P E ilC' JOB NAME : POLYGON 3410-D NH - CJ50/,/ .....":„\4::::7 . Scale: 0.3653 WARNINGS: GENERAL NOTES, unless otherwleenoted: -y' OREGCJN h I.Bulder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shorn and Is for an Indlvldual Q" Truss: CJ5 and Warning.before construction commences. building component.Applicability of design parameters and proper / n 2.2x4 compression web bracing must be Installed where shown+. Incorpontlen of component Is the rosponsMlly of the building designer. 1:9 (J/f?pi y 5 (! au 3.Additional temporary bracing to Insure stability during construction 2.D.stgn assumes the top and bottom chords to W laterally bead at 7 `T �� Is the retponstMlly of the erector.Additional permanent bracing of 7 o.c.and et 10'o.c.respectively unless braced throughout their length by „ antinuoua sheathing ouch am plywood sheathing(TC)and/or drywd(BC). /"'A t ,\ DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. 3.2.Impact bridging or lateral bracing required where shorn++ 1... SEQ.: K 14 8 7 3 6 7 4.No bad should be applied to any component until after all bracing and 4.Irstelatlon of truss Is the responsibly of the respectNe contractor. fasteners are complete and at no time should any load.greater than 5.Design assumes trusses era to be used in a noncorrosive environment, design beds be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 8.Design assumes hug bearing at of supports shown.Shim or wedge If EXPIRES: 12/3112016 5.CompuTnn has no control over and assumes no responsibility for the naaassry. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. October r17 8.This design Is furnished subject to the limitation set forth by 8.Plates"Mal be bated on both faces of truss,and placed so their canter October L I,2015 TPWYTCA In BCSI,copies of wnich will be furnished upon request. Ines coincide wish Joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values sae ESR-1311,ESR-1988(MITok) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 5.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #14BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting WEBS: 2x4 KDDF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, 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. Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 3-01-04 0-03-12 T T 12 4.00 M-1.5x3 4 3 u7 2 cal � •--� M-3x4 M-155x36 1-00 3-05 �c< RQ�Fss ANG 14 sit' 102 8'782 P E• JOB NAME : POLYGON 3410—D NH — Dl '' i\def:2 Scale: 0.6603 a WARNINGS: GENERAL NOTES, unless otherwise noted: V �� 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 -q OREGON o Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be Installed where shown•. Incorporation of component Is the responsibility of the bolding designer. 11 ill fi,Y 1E '��_ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be Warily braced at 7 'l J Is the responsibility of the erector.Additional permanent bracing of T e n.and et f S e.c.raepedlvlty unless braced throughout thele length by l continuous sheathing such es plywood sheathing(7C)and/or drywall(B /�C). PAUL 'f t r`` DATE: 10/26/2015 the overall structure is the responsibility of the bolding designer. 3.2x Impact bridging or lateral bracing required where shown n• 1 J L SEQ.: K 14 8 7 3 7 0 4.No load should be applied to any component ung after al bracing and 4.Installation of truss Is the responsibilty of the respective contractor. fasteners are complete and at no time should any bads greeter than 5.Design assumes trusses are to be used h e noncorrosive environment, TRANS I D• LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrue has no control over end assumes no responsibility for the 8.Deign assumes full bearing at ell supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. {., fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage Is provided. October 2T 8.This design le furnished subject to the limitations set forth by 8.Plates shall be located on both faces of trues,and placed so their center ,2015 TPWVrCA In SCSI,copies of which will be furnished upon request. Ines coincide with Joint center lines. B.Digits indicate size of piste In Inches. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-44) 19 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" -58/ 316V 0/ 42H 5.50" 0.51 KDDF ( 625) 3'- 2.2" 0/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) LL = 25 PIF Ground Snow (Pg) 3'- 5.0" -36/ 86V 0/ OH 1.50" 0.14 KDDF ( 625) "* For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 4.00 17 '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 - 0.004" @ 2'- 0.1" Allowed - 0.174" MAX BC PANEL TL DEFL = -0.005" @ 1'- 8.5" Allowed = 0.193" MAX HORIZ. LL DEFL = -0.000" @ 3'- 4.3" MAX HORIZ. TL DEFL = -0.000" @ 3'- 4.3" a Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. u7 s- I - M O _ O 1 2 ><j 4�' M-3x4 y y l 1-00 3-05 (PROVIDE FULL BEARING:Jts:2,4,3 PR°Fess 89782P • JOB NAME : POLYGON 3410-D NH - D2 t Scale: 0.8868 WARNINGS: GENERAL NOTES, unless otherwise noted: '• C./�y �) 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon ma parameters shove and is for an individual .q-OREGON o� Truss: D2 and wamkrgs before conatnu ! co tion commences. building component.Applicability of design parameters and proper j// 2.2(4 compresebn web bracing must be installed where shown+. Incorporation of component Is the rosponslbllfy of the building designer. _ /1 `- �C 3.Additional temporary brackq to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at 77 'l Y '1 J Is the responsibility of lin erector.Additional permanent bracing of 7 o.c.and al 147 c.c,respectively unless braced throughout their length by DATE: 10/26/2015 the oversN structure b the ro nslbtl Orme bund da continuous sheeting such as plywood sheathing(TC)and/or drywal(BC), /2)A /j U l Yo N ^9 3.2rr Impact bridging or lateral bracing required where shown++ �^S L.» SEQ.: K1487371 4.No bad should be applied to any component anti after ale bracing and 4.Installation of tens Is the responsibility of the respective contractor. fasteners are complete end at no time should any bads greater than 5.Design assumes busses are to be used In a noncorrosive environment, design bads be applied to any component. and are for"dry condition-of use. T RAN S I D: LINK 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at ail supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. October 27 8.This design Is furnished subject to the limitations set forth by 8.Plates shah be located on both faces of truss,and placed so their center l ,2015 TPI/WTCA In SCSI.copies of which MI be furnished upon request. nee coincide with joint canter lines. 9.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) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 68 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-1) 76 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" -62/ 287V -19/ 72H 5.50" 0.46 KDDF ( 625) 1'- 10.9" -150/ 157V 0/ OH 1.50" 0.25 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 64V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. '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" MAX TC PANEL LL DEFL = 0.003" @ 1'- 0.0" Allowed = 0.123" MAX TC PANEL TL DEFL = -0.006" @ 1'- 1.5" Allowed = 0.184" MAX BC PANEL LL DEFL = 0.012" @ 3'- 6.6" Allowed = 0.354" MAX BC PANEL TL DEFL = -0.078" @ 4'- 4.8" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL= 0.000" @ 1'- 10.9" 1-11-11 1 I Design conforms to main windforce-resisting 12 system and components and cladding criteria. 9.00 V Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. r o � w M-3x4 J, •1 y 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 KOC\D P R pFEsLS' 0NGI N :9782PE r-- JOB NAME : POLYGON 3410-D NH - J1 �► -*�"' Scale: 0.5751 WARNINGS: GENERAL NOTES, unless otherwisanoted: 5r OREGON h 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 ,a ��� Truss: J 1 and Warnings before construction commences. building component.Applicability of design parameters and proper tel/ 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the bulding designer. w9 /f r•,� G 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to W!sternly braced el 77 ^1 K Is the responsibility of the erector.AddWonal permanent bracing of 7 o.c.end et 10'o.c.respectively unless braced throughout their length by DATE: 10/26/2015 the averal structure is the responsibility of the bulli de continuous ridgingtheathor such as acinpPywg re airedsheatwhere s ownand/•drywal(BC). p/I l silo ftY ng signer, 3.2x Impact bridging or lelerel bracing required where shown•+ 4 SEQ.: K 14 8 7 3 7 2 4.No Wad should be applied to any component untl after al bracing and 4.Instalatlon of truss Is the responsibility of the respective contractor. fasteners aro complete end at no time should any Wads greater than 5.Deeign assumes trusses aro to be used In a noncorrosive environment, T RAN S I D: LINK design Wads 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 kit bearing at al supports ahevm.Shim or wedge If EXPIRES: 12/31/2016 necessary. febrlutlon,handling.shipment and Installation of components. 7.Design assumes adequate drainage Is provided. October 27 15 8.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 October ,20 TPUWTCA in BC51,copies of which will be furnished upon request. Ines coincide with joint center tine. 9.Digits MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E t0.For balsc connendlute ctor lataplatde Inches. pie sign values sae ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-78) 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" -27/ 358V -37/ 118H 5.50" 0.57 KDDF ( 625) 3'- 10.9" -170/ 162V 0/ OH 1.50" 0.26 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 71V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 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" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178" MAX BC PANEL LL DEFL = -0.017" @ 3'- 6.6" Allowed - 0.354" MAX TC PANEL TL DEFL = -0.032" @ 2'- 2.2" Allowed = 0.435" MAX BC PANEL TL DEFL = -0.116" @ 4'- 4.8" Allowed 0.472" 3-11-11 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 3'- 10.9" 12 9.00 7 3 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=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. rn 1 M-3x4 l y 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 �� P.RpFE �D S � GIN� �4 Sr�� :9782PE 9� JOB NAME : POLYGON 3410-D NH - J2 4• Scale: 0.5501 //.�,. WARNINGS: GENERAL NOTES, unless otherwise noted: •/ q OREGON 40 1.Builder and erection contrite,should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual ��. Truss: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2s4 compression nab bracing must be Inetsiied where shown•. incorporation of component Is the respanslbllty of the binding designer. "59 GA�y 1 C �� y3.Additional temporary bracing to Insure stability during construction 2 Design assumes the.lop and bottom chords to be laterally Woad at 77 ''-77/`'( "�J Is the responsibility of the erector.Add8lonal permanent bracing of 7 o.c.and at la c.c.respectively so ly unless braced throughout their length by continuous s bridging or such as plywood shreathkp(TC)and/or dryvral(BC). tir p A' f L � DATE: 10/26/2015 the overall structure Is Me responsibility of the building designer. 3.21(mead bridging or lateral bracing required where shown•• /4 SEQ.: K 14 8 7 3 7 3 4.No bad should be applied to any component until lifter al bracing and 4.Installation of truss Is the responsibINty 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 noncorrosive environment, design bads W applied to any component. and ars for"dry condition"of use. TRANS I D: LINK a.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 2/3 /2016 5.CompuTrus hes no control over and assumes no responsibility for the necesssry fabrication,handlkp,shipment and Installation of components. 7.Design assumes adequate drainage Is provided, October 27 6.This design le furnished subject to the Imitations set forth by 8.Plates shah be located on both faces of truss,and placed so their center ,2015 TPWJTCA In BCSI,copies of which WI be furnished upon request. Ines coincide with Joint center lines. 9. es. MITek USA,Inc./Com uTrus Software 7.6.7 1L E 10.ForDigbasicts indicate ecce plats In ign values P ( F For connector plate design values sea ESR-1311.ESR-1889(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(-47) 110 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-207) 0 5-7=(-74) 163 5-3=( 0) 67 WEBS: 2x4 KDDF STAND 3-4=( -28) 40 3-7=(-168) 76 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -38/ 370V -37/ 118H 5.50" 0.59 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -153/ 105V 0/ OH 1.50" 0.17 KDDF ( 625) 8'- 0.0" 0/ 105V 0/ OH 5.50" 0.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.007" @ 2'- 4.4" Allowed = 0.170" MAX TL CREEP DEFL = -0.013" @ 2'- 3.8" Allowed - 0.226" MAX LL DEFL = 0.000" @ 7'- 3.0" Allowed = 0.178" ` 3-11-11 ,! MAX BC PANEL TL DEFL = -0.037" @ 4'- 7.1" Allowed = 0.269" 1I MAX HORIZ. LL DEFL = 0.007" @ 7'- 3.0" 12 MAX HORIZ. TL DEFL = 0.011" @ 7'- 3.0" 9.00 P7 4 -/ Design conforms to main windforce-resisting ° system and components and cladding criteria. M-4x6 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, '-I O t End vertical(s) are exposed to wind, co Truss designed for wind loads 0 I in the plane of the truss only. N ig vim. N8 _ O O 7 I 1 o M-1.5x4 of 1*-3x4 1 M-3x4 M-3x5 y l y 2-03-12 4-11-04 0-09 y l y 1-00 2-05-08 8-00 5-06-08 voPn S (PROVIDE FULL BEARING;Jts:2,4,7 I ANG I N Ee'4 S. sifa Q� 89782 P E v" JOB NAME : POLYGON 3410-D NH - J2C Scale: 0.5126 • ar WARNINGS: GENERAL NOTES, unless otherwise noted: V <I'J , I.Bulder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for en individual OREGON "u Truss: J2C and Warnings before construction commences. bulding component.App iublllty of design parameters end proper ' f�� r,...., ` 2.1t4 compression web bracing must be Installed when shown a. Incorporation o}component is me responsibility or the building designer, CI , 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to W laterally bond sl Is the responsibility of the erector.Additional permanent bracing of continuous and st 10'o.c.each so plywoodly unless baud throughout milk length by ` DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. sheathing such b cig required sheather.h)on«r drywal(BC). PA /� t Wo g3.Zx Impact bridging or lateral bracing whore shown«+ �"'1 1.. SEQ.: K 14 8 7 3 7 4 4.No load should be applied to any component until alter all bracing and 4.Installation of tens is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design sssumas trusses are to be used in a non-corrosive environment, T RAN S I D: LINK design loads be applied to any component. end are for"dry condition"of use. 5.CompuTrus hes no control over end assumes no responsibility for 1M 8.Design assumes All bearing al all supports shown.Shim or wedge if EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. October 27 8.Thio design is fumished subject to the limitations set forth by 8.Plates shall be bated on both faces of truss,and placed so their center ,2015 TPWVTCA In SCSI,copies of which will be furnished upon request. lines aindde wfth Joint center Ilnes. 9.Digits indicate sloe of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 1o.For b=elt connector plate design values sae ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-123) 107 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" -24/ 422V -55/ 165H 5.50" 0.68 KDDF ( 625) 5'- 10.9" -154/ 190V 0/ OH 1.50" 0.30 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 83V 0/ OH 5.50" 0.13 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed - 0.078" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" 5-11-11 MAX TC PANEL LL DEFL = 0.144" @ 3'- 2.1" Allowed = 0.457" MAX BC PANEL TL DEFL = -0.154" @ 4'- 1.4" Allowed = 0.472" 3 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 �) 9.00 1 • Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 y y y 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 c 3 P R()Fen sc'J =NGi1N��� 89782PE 9c- JOB NAME : POLYGON 3410-D NH - J3 . Scale: 0.4979 WARNINGS: GENERAL NOTES, unless°Mannas noted: 1.Builder and erection contractor should be advised of all General Notes I.This design Is based only upon the parameters shown and Is for an Individual "VA OREGON ON e,=,. Truss: J3 and Warnings before construction commences. building component.Applicability of design parameters and proper 're- r) ? 2.2x4 compression web bracing must be installed where a hown+. Incorporation of component Is the rosporrolbNly of the bulling designer. .9 GARY G V 3.Additional temporary bracing to insure debility during construction 2 Design assumes the top and bottom chords to be throughoutaterally breesd at 7 ''7l Is the responsibility o/the erector.AddNbnal permanent bracing of T o.c.and al ee on.respectively unless bead)TC(end/orincl langth by DATE: 10/2 6/2 015 the overel structure la the reof the buldi da er. So Impacts aMstgia such)bs acing re ufredsheethere a sorrys drywal(BC). �A U L �^�Y ^8 designer. 3.Zx Impact bridging or lateral bracing required where shown* SEQ. : K148737 5 4.No bad should be applied to any component until atter all bracing and 4.Installation of trues is the responsibility of the respective contractor. fasteners are complete and at no tine should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, design bads be applied to any component. and are for"dry condition"of vee. TRANS I D: LINK6.Design assumes MI bearing at al supports shown.Shim or wedge If EXPIRES: 12/31/2016 5.CompuTrus has no control over end assumes no responsib8iy for the neaasary fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 7 2 October 8.This design b furnished subject to the imitations set forth by 9,Plates shell be bated on both faces of bass,and placed so their center October L I,20 1 5 TPWVTCA in SCSI,copies of which MI be furnished upon request. Ines coincide wkh)OMI center lines. 9.MiTek USA,Inc./CompuTrus Software 7.6.7(1L}E 10.FFor basic oonnedoits indicate size of plats Inches. ) pia design values ass ESR•1911,ESR-1988(MITek This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(-120) 199 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-308) 45 5-7=(-184) 300 5-3=( 0) 68 WEBS: 2x4 KDDF STAND 3-4=( -73) 63 3-7=(-310) 190 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT C= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -32/ 426V -55/ 165H 5.50" 0.68 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.9" -126/ 128V 0/ OH 1.50" 0.20 KDDF ( 625) 8'- 0.0" 0/ 139V 0/ OH 5.50" 0.22 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5-11-11 MAX LL DEFL = 0.015" @ 2'- 4.4" Allowed = 0.270" r MAX TL CREEP DEFL = -0.023" @ 2'- 3.8" Allowed = 0.359" MAX LL DEFL = 0.000" @ 7'- 3.0" Allowed = 0.078" 4 -/ MAX TL CREEP DEFL = 0.000" @ 7'- 3.0" Allowed = 0.105" MAX HORIZ. LL DEFL = -0.016" @ 7'- 3.0" 9.00 12 0MAX HORIZ. TL DEFL = 0.019" @ 7'- 3.0" Design conforms to main windforce-resisting system and components and cladding criteria. a Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, .-1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), lload duration factor=1.6, M-4x6 o End vertical(s) are exposed to wind, I Truss designed for wind loads in the plane of the truss only. Allin. . .. r_ NM O >1.-Mill -, 7 I I1 m ro M-1.5x4 of M6-3x4 0 0 1 M-3x9 M-3x5 l 1 . ,k 2-03-12 4-11-04 0-09 y 1-00 y 2-05-08 y 8-00 5-06-08 ( , D PR Q1c PROVIDE FULL BEARING;Jts:2,4,7 I1 ANG I N ELc�i' S�pk ��c•, :9782PE -mac, JOB NAME : POLYGON 3410-D NH - J3C ,�. -4110,Scale: 0.4686 NMI WARNINGS: GENERAL NOTES, unless otherwise noted. ,� / /ry 1.Builder and erection contractor should be advised of all Goners!Notes 1.Thla design Is based only upon the parameters shovm and Is for an kMivkluel OR E GON h��J Truss: J3C and Warnings before consinadion commences, building component.Applbebillty of design parameters and proper Q oz 2.2r4 compression web bracing must be Installed where shaven•. Incorporation of component Is the responsibility of the budding designer. .�J `� 3.Additional temporary bracing to Insure stability during construction /rs 2.Osalgn assumes the lop and bottom chords to be braced at /,(`► y 15 ` ` Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at tU o.c.respectively unless braced throughout their length by F DATE: 10/26/2015 the ovsrsl structure Is the responsibility of IM building designer. 2ycolmpa us sheathing such as plywood sheathing(TC)and/or drywal(BC). p/�1't ng3.2x Impact bridging or lateral bracing required where Mown•• �`1 u 1.. SEQ.: K 14 8 7 3 7 6 4.No bad should be applied to any component until alter a1 bradng and 4.Installation of truss Is the responsibility of the respective contractor. fasteners aro complete end at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, and are for"dry condition"of use. TRANS I D: LINK design bads be applied to any component.has8.Design assumes fWl bearing at all supports shown.Shim or wedge if EXPIRES: 12131/2 16 5.CompuTrus no control over and assumes no responsibility for the necessary fabrication,handling,ahlpmaM and Inatailstion of components. 7.Design assumes adequate drainage Is provided. October b 27 15 8.This design h furnished subject to the limitations sat forth by 8.Plates shall be located on both faces of truss,and placed so their center t. r Zv TP4WrCA In SCSI,copes of which w11 be fumiehed upon request. lines coincide with joint center lines. MITek USA.Inc./CompuTrus Software 7.6.7(1 L)E 9.Digitsasic ccoonnector plate dIesign values values sea ESR-1371,ESR-1188(MITak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-170) 138 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -44/ 480V -74/ 213H 5.50" 0.77 KDDF ( 625) 7'- 9.2" 0/ 173V 0/ OH 5.50" 0.28 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -130/ 225V 0/ OH 1.50" 0.36 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. [ VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" 7-11-11 MAX TC PANEL LL DEFL = 0.456" @ 4'- 9.0" Allowed = 0.624" MAX TC PANEL TL DEFL = -0,467" @ 4'- 6.0" Allowed - 0.935" MAX HORIZ. LL DEFL = -0.002" @ 7'- 10.9" MAX HORIZ.,TL DEFL = -0.002" @ 7'- 10.9" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 9.00 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. I /7/ ." 4►e --/ 0 1 .1, 1-00 8-00 ���E E PRQ,ress [PROVIDE FULL BEARING;Jts:2,4,3 [ `0 0NGNT :9782PE ter' JOB NAME : POLYGON 3410-D NH - J4 ,r Scale: 0.4357 ,/ AINIF WARNINGS: GENERAL NOTES, unless otherwise noted: , 174' OREGON 1.Balder and erection contractor should be advised of el General Notes 1.This design Is based only upon the parameters shown end Is for en Individual Truss: J4 and Warnings before conna:tion commences. building component.Applicability of design parameter.and proper 4/ !"` 2.2r4 compression web bracing must be installed where shown+. incorporation of component Is the reapontlblly of the butting despnar. '51,4 ,,9 711 y 3.Additional temporary bracing to Insure stability during construction 2 T o n,end et l O the top and bottom chords to W laterally braced at 7 `1 '1 ��j Is the responsibility of the erector.Additional permanent bracing of c o.c. et 10'c.c.respectively units.braced throughout their length by DATE: 10/26/2015 the overall structure Is the responsibility of the bola designer. continuous sheathing such as plywood sheathing(TC)s sndlor drywaA(BC). �A U L rasps tiY ^g signs 3.2r Impact bridging or lateral bradiq required where shown++ SEQ.: 1<14 8 7 3 7 7 4.No load should be applied to any component until after el bracing end 4.Instillation of truss la the response llty of the respective contractor. fatleners are complete and at no time should any beds greater than 5.Design assumes trusses are to ba.ilsed Ina noncorrosive environment, end are for"dry condition"of use. T RAN S I D: LINK design Wads be applied to any component. 8.Design assumes full bearing et el tampons shown.Shim or wedge 11 EXPIRES: 12/31/2016 5.CompuTnme ra has no control over end',sums no responsibility for thenaawry, fabrication,handing,shipment and Inatelletlon of components. 7.Design assumes adequate drainage Is provided. October Octo27 8.This design Is furnished subject to the[rotation cat forth by 8.Plates shall be bated on both faces of truss,end placed so their center U ,2015 TPIW CA In BC51,copies of which all be furnished upon request. Ines coincide with joint anter lines 9. Indicate size of plate InInches. Mel,USA,Inc.)ComPuTrus Software 7.6.7 1L�E 10.For basic connector plate design oel wa sea ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1BBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(-230) 310 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-412) 91 5-7=(-350) 468 5-3=( 0) 69 WEBS: 2x4 KDDF STAND; 3-4=(-122) 92 3-7=(-482) 361 2x4 KDDF STUD A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -45/ 469V -74/ 213H 5.50" 0.75 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 7'- 3.0" -13/ 180V 0/ OH 5.50" 0.29 KDDF ( 625) 7'- 11.7" -96/ 159V 0/ OH 1.50" 0.25 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP '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" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 7-11-11 MAX LL DEFL = 0.027" @ 2'- 4.4" Allowed = 0.354" MAX TL CREEP DEFL = -0.034" @ 2'- 3.8" Allowed = 0.472" 1' MAX HORIZ. LL DEFL = -0.028" @ 7'- 3.0" MAX HORIZ. TL DEFL = 0.030" @ 7'- 3.0" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 9.00 P Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads rl in the plane of the truss only. oo 0 11) M-4x6 3 pir r-i1 74so1111 "."---`"1PAIIIIIIMIIIIIKo M-1.5x4 oM3x4 01 I o M-3x4 M-3x5 2-03-12 4-11-04 0-09 y l-00 y 2-05-08 y 8-00 5-06-08 y c..� Q`o) Pf��Fess 'PROVIDE FULL BEARING;Jts:2,7,4 I N 1�G I N i�19 f0 4t. :9782PE 17r JOB NAME : POLYGON 3410-D NH - J4C 40 .411100, Scale: 0.3929mitWARNINGS: GENERAL NOTES, unless otherwise noted: �� Es" / 1.Builder and erection contrador should be advised of al General Notes 1.This design h based only upon the parameters shown and is for an Individual a OREGON 0� Truss: J4C and Warnings before construction commences. budding component.Applicability of design parameters and proper 5, "46r �� q 2.Zn4 compression web bracing must be Installed where shown+. Incorporation of component la the responsibility of the budding dealpner. .�A� q Y ` (�'► 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced el 77 'lR A ,<j`. Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and et 117 4.c.respectively unless bread throughout their length by i`V V DATE: 10/26/2015 the overal structure Is the responsibility of the budding designer. continuous kroing or such as plywood aired sheathing(TC)and/or drywal(BC). t-/I U 3.Zx Impact bridging or plant bracing required where shown.f /"� SEQ.: K1487378 4.No bad should be applied to any component until after al bracing end 4.Installation of truss Is the reaponsibllty of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes tenses ere to be used in a noncorrosive environment T RAN S I D• LINK design bads be applied to any component. and are for"dry condition of use. 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes toll bearing at sal supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessa, fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. October27 8.This design le furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their carder ,2015 TPIIW1CA In BCSt.copies of which will be furnished upon request. Ines coincide with Joint center lines. 9.Digits Indicate adze of pieta In Inches. MfTek USA,Inc.ICompuTru8 Software 7.6.7(1 L)-E 10.For bask connector plata design values see ESR-tat t,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cit=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 68 2-5=(0) 0 BC: 2x4 KDDF #1t:BTR SPACED 24.0" O.C. 2-3=(-254) 236 3-4=(-132) 54 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 POE' 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" -29/ 442V -93/ 262H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 167V 0/ OH 5.50" 0.27 KDDF ( 625) 7'- 11.2" -287/ 511V 0/ OH 1.50" 0.65 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 11.7" -98/ 44V 0/ OH 1.50" 0.07 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" �( MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" le MAX TC PANEL LL DEFL = 0.326" @ 3'- 10.6" Allowed = 0.626" MAX TC PANEL TL DEFL = -0.257" @ 3'- 11.0" Allowed = 0.939" MAX HORIZ. LL DEFL = -0.004" @ 7'- 11.2" 3 MAX HORIZ. TL DEFL = -0.004" @ 7'- 11.2" 12 1�( 9.00 17 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, leo End vertical(s) are exposed to wind, o Truss designed for wind loads I in the plane of the truss only. r-1 r 0 v -, I 1 M-3x4 y 1-00 y 8-00 y 1-11-11 1, `�`D P R Ope I ROVIDE FULL BEARING;Jts:2,5,3,4 I �`�� �CiNGIN��iT tS'f00 c- :9782PE �C' JOB NAME : POLYGON 3410-D NH - J5 40 .419 Scale: 0.4026 WARNINGS: GENERAL NOTES, unless otherwise noted: ,/ (/ OREGON 40 1.Builder and erection contractor should be advised of a8 General Notes 1.This design is based only upon the parameters shown and Is for an Individual A �,e OREGON O" Truss: J5 and Warnings Gare construction commenon. building component.Appticabilly of design parameters and proper 5'' 4j/ 2.2r4 compression web Gadng must G Installed where shown+. Incorporation of component Is the responsibility of the building designer. 1,5) d� G4 G 3.Additional temporary bracing to Insure stability during construction 2.Design asset f0 She top and bottom dards to G laterally braced at 7 `- 'l R J �j_ Is the responsibility of B.erector.Additional parmanaM bracing of 7 o.c.and al 10'o.c.respectively unless a braced throughout thele length by T `\Y DATE: 10/26/2015 the overall structure Is the responsibility of the build designer. continuous rMa9t org such as aciplyng re aired where s and/or dryw.l(BC). n./1 t � n9 3.2x Impact bridging or lateral bracing required where shown•+ �'1 4. SEQ.: K 14 8 7 3 7 9 4.No load should be applied to any component until after al brsdng and 4.Installation of trans Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes tenses are to be used In a noncorrosive environment, TRANS I D" LINK design loads be epptled to any component, end an for"dry condition"of use. 5,CompuTrus has no control over end assumes no responsibility forth. 8.Design assumes 811 Gating et ail supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. October 27 6.This design Is furnished subject to the Nmeatlons sat forth by 8.Plates shall be located on both faces of truss,and placed so their center ,2015 TPWVTCA In BCSI,copies of which WI be furnished upon request. Anes 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) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #168TR LOAD DURATION INCREASE= 1.15 1-2=( 0) 68 2-7=(-185) 270 7-6=( 0) 18 BC: 2x4 KDDF #168TR SPACED 24.0" O.C. 2-3=(-365) 71 6-8=(-283) 408 6-3=( 0) 69 WEBS: 2x4 KDDF STAND 3-4=(-212) 177 3-8=(-421) 292 LOADING 4-5=( -86) 38 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -37/ 449V -93/ 263H 5.50" 0.72 KDDF ( 625) 7'- 3.0" -6/ 163V 0/ OH 5.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.2" -208/ 343V 0/ OH 1.50" 0.44 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7" -15/ 8V 0/ OH 1.50" 0.01 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9-11-11 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" 5 -! MAX LL DEFL = 0.021" @ 2'- 4.4" Allowed = 0.354" MAX TL CREEP DEFL = -0.029" @ 2'- 3.8" Allowed = 0.472" 4i MAX HORIZ. LL DEFL = -0.023" @ 7'- 3.0" MAX HORIZ. TL DEFL = 0.026" @ 7'- 3.0" 12 ii Design conforms to main windforce-resisting 9.00 system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), "' load duration factor=1.6, I End vertical(s) are exposed to wind, N Truss designed for wind loads 0 1 in the plane of the truss only. r M-4x6 3 atir. ......_ riMil I 0.:011.111111 M-1.5x4 = vU 1 M-3x4 M23x4 0 M-3x5 y 3, J' l 2-03-12 4-11-04 0-09 p 1-00 , 2-05-08 y 7-06-03 y 3' ��_ D P R OFess 8-00 1-11-11 ��� NGINE�`- /4 'PROVIDE FULL BEARING;Jts:2,8,4,5 I 4/ "V fi Q' 89782PE r' JOB NAME : POLYGON 3410-D NH - J5C . Scale: 0.3317 �1 WARNINGS: GENERAL NOTES, unless otherwise noted: V t,,, 1.Builder and erection contrador should be advised of all General Notes 1.This design Is basad only upon the parameters shown and Is for an Individual =9 OREGON h" r� Truss: J5C and Warnings before construction commences. building component.App)cablllly of design parameters and proper / (� 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component lathe responsibility of the building designer. '57,9 ,f1� (/� ��'► 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to a laterally bead al 7 ///''' fiy 1 Is the responsibility of the enation.Additional permanent bracing of co7 asst.and et f o asst.respectively unless bread throughout their length by DATE: 10/26/2015 the°verse structures the re tyng designer. 3.2,Itmpact bridginginuoue lat eral n1 braas drng reqwood uired whereC�ren'/or drywd(BC). p/1 t ' spornlbAl °f thebuNdi /1 U SEQ.: 1<1487380 4.No load should be applied to any component until after al bracing and 4.Installation of Muss is the responsibility of the respective contractor. testifiers ere complete and at no time should any bads greater than 5.Design assumes trusses are to be used In it non-corrosive environment, TRANS I D: LINK design bads be applied to any component. and are for-dry condition'of use. 5.CompuTnn has no control over and assumes no responsibility for the 6.Design assumes MI beating at al supports shover.Shim or wedge If necessary. EXPIRES: 12/31!2016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. October 27,2015 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of true,and placed so their anter TP WYTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sin of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.7(1 L)-E to.For basic connector plate design values sae ESR-1311,ESR-1988 Wok) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 SC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-322) 301 3-4=(-121) 52 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 BORE BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 444V -112/ 316H 5.50" 0.71 KDDF ( 625) LL = 25 POE' Ground Snow (Pg) 7'- 9.2" 0/ 168V 0/ OH 5.50" 0.27 KDDF ( 625) 7'- 11.2" -293/ 487V 0/ OH 1.50" 0.62 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11'- 11.7" -41/ 61V 0/ OH 1.50" 0.10 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. (GOND, 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 = -0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.253" @ 4'- 5.8" Allowed = 0.626" MAX TC PANEL TL DEFL = -0.268" @ 3'- 11.0" Allowed - 0.939" MAX HORIZ. LL DEFL = -0.005" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.005" @ 11'- 10.9" 12 Design conforms to main windforce-resisting system and components and cladding criteria. 9.00 Wind: 140 mph, h=23.7ft, 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 0 in the plane of the truss only. c 0 l rn 0 ,7 101411MMEMMEMMEMEMMIIIMEMMEMMEMM or S•-_-_-_-. M-3x4 ,o OFk- )y 0,0 1-00 l 8-00 y 3-11-11 y rh`r�' GINEe• ,,,e 'PROVIDE FULL BEARING;Jts:2,5,3,4 I `C,/ ^?/ 14 4:t :9782 P E -9r. JOB NAME : POLYGON 3410-D NH - J6 ,,+ Scale: 0.3548 'I III WARNINGS: GENERAL NOTES, unless otherwise noted: I V /� 1.Builder and erection contractor should be advised dal General Notes 1.This design I based only upon the parameters shown and is for en Individual 1' •R E G O N Op Truss: J 6 end Warnings before construction commences, building component.Applbabillty of design parameters and proper 2.2s4 compression web bracing must be Installed where shown«. incorporation of component Is the responsibility of the balding designer. -°9 (/i} 44;Y'� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced d 7 '1 lI A (<„, 7 c.c.end at 10'o.c.respectively unless braced throughout their length by it is the responsibility of the erector.Additional permanent bracing o/ continuous sheathing such ss plywood sheathing(TC)and/or drywal(BC). • PA 1,t P` DATE: 10/26/2015 the overal drucfixe Is the responsibility of the binding designer. 3.2s Impact hedging or latent bracing required when shown.« x""11 u t. SEQ.: j<14 8 7 3 81 4.No load should be applied to any oomponent until after all bracing end 4.Inataktion of hue is the respondbilty of the respective contractor. fasteners are complete end al no time should any bads=roster than 5.Design assumes treses are to be used Ins non.00rrosive environment. design bads be applied to any component. end are for"dry condition"of use. TRANS ID: LINK8.Design eeumeshllbaadngtlNsupportsahewn.Shimorwadpslf 5.CampuTs has no control over and assumes responsibility EXPIRES: 12/31/2016 fabrication, the necassery fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 27 8.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of trans,and plead so their center l ,2015 TPINYTCA in BCSI,copies of which all be fumlehed upon request. Ines 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) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 68 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-389) 369 3-4=(-150) 96 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -44) 39 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -30/ 444V -131/ 370H 5.50" 0.71 KDDF ( 625) 7'- 9.2" 0/ 168V 0/ OH 5.50" 0.27 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.2" -300/ 490V 0/ OH 1.50" 0.63 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 11'- 11.2" -89/ 125V 0/ OH 1.50" 0.16 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13'- 11.7" -39/ 70V 0/ OH 1.50" 0.11 KDDF ( 625) 5 -, 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. til 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" 4 MAX TC PANEL LL DEFL = 0.251" @ 4'- 5.8" Allowed = 0.626" MAX TC PANEL TL DEFL = -0.268" @ 3'- 11.0" Allowed = 0.939" S MAX HORIZ. LL DEFL = -0.007" @ 13'- 10.9" MAX HORIZ. TL DEFL = -0.007" @ 13'- 10.9" 12 Design conforms to main windforce-resisting 9.00 system and components and cladding criteria. 177 3 Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o End vertical(s) are exposed to wind, I Truss designed for wind loads 0 , in the plane of the truss only. 0 0 1 i 6 - , O M-3x4 y y y 0c�?°) P R okfiss 1-00 8-00 5-11-11 .5 �NGIN /4 f0 'PROVIDE FULL BEARING;Jts:2,6,3,4,5 ' �I./ �-�► 9782PE C' JOB NAME : POLYGON 3410-D NH - J7 Scale: 0.3133 WARNINGS: GENERAL NOTES, unless otherwlee noted: too�r 4J 1.Bulkier and erection contractor should be advised of sl General Notes 1.This design h based only upon the parameters shown and Is for an Individual Jam/_OREGON oma. Q` Truss: J7 and Warnings before construction commences. building component.Applicability of design parameters and proper 'j//, 2.2x4 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building designer. .A� C/i/ G 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top and bottom chords to be Windy braced at 77 `")fiy A J (j_ Is the responsibility of the erector.Additional permanent Drsdrp of 7 o.c.and et 10.o.c.respectively unless braced throughout their length by //�� �`� continuous sheathing such es plywood sheathing(TC)and/or drywel(BC). UL DATE: 10/26/2015 the overall structure la the responsibility of the bugling designer. 3.2%Impact bridging or Wend bracing required where shown++ /'7 L SEQ.: K1487382 4.No bad should be applied to any component until after al bracing and 4.Installation of truss Is the responsibility of the raspecnve contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusees are to be used Ira non-corrosive environment, TRANS I D: LINK design Wads be applied to any component. and ars for"dry condition"of use. 5.CompuTnn has no control over end assumes no responsibility for the 6.Design assumes MI bearing al all supports shown.Shim or wedge if EXPIRES: 12/31/2016 necessary. febricaOon,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. October 27 6.This design Is fumlahed subject to the limitations set forth by 8.Plates shall be located on both feces of tens,and placed so their center u r�O F v TPIWICA In SCSI,copies of which will be furnished upon request. Ines coincide with joint center lines. Trus Software 7.6.7 1L)E 8.Digits indicate size of plate In Inches. MiTek USA,Inc./Com Pu ( 1o.For basic connector plate design values see ESR-1311.ESR-1988(MITak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(0) 0 BC: 2x4 KDDF #14BTR SPACED 24.0" O.C. 2-3=(-454) 436 3-4=(-229) 172 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -89) 70 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -30/ 445V -151/ 427H 5.50" 0.71 KDDF ( 625) 7'- 9.2" 0/ 168V 0/ OH 5.50" 0.27 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.2" -298/ 473V 0/ OH 1.50" 0.61 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 11'- 11.2" -153/ 218V 0/ OH 1.50" 0.28 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 15'- 11.7" -77/ 121V 0/ OH 1.50" 0.19 KDDF ( 625) 10-10-03 5-01-08 IC OND. 2: Design checked for net(-5 paf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.258" @ 4'- 5.8" Allowed = 0.626" MAX TC PANEL TL DEFL = -0.275" @ 3'- 11.0" Allowed = 0.939" MAX HORIZ. LL DEFL - -0.009" @ 15'- 10.9" MAX HORIZ. TL DEFL = -0.009" @ 15'- 10.9" M-3x5(S) Design conforms to main windforce-resisting 00/, '' system and components and cladding criteria. 12 �+ Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9.00 17 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, vo Truss designed for wind loads o I in the plane of the truss only. c ,y o I N O 4, t rw O 1 •= 6... -! o M-3x4 l l y y •c ' -NGINL > 1-00 8-00 7-11-11 C? '5:. 1 (PROVIDE FULL BEARING;Jts:2,6,3,4,5 �' 89782_PE v JOB NAME : POLYGON 3410-D NH - J8 Scale: 0.2745 WARNINGS: GENERAL NOTES, unless otherwise noted: V 1.Builder and erection contractor should be eddied of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual a 'TA_O R E G O N O"c Truss: J 8 and Warnings before construction commences. building component.Applicability of design parameters and proper {.� J//' 2.2x4 compression web bradng must be Installed where shown.. Incorporation of component la the responsibility of the building designer. -7,, C"A^v ' I� I+,�'c 3.Additional temporary bracing to Insure stability during construction 2.Design aswmes the top and bottom chords to be throughouty braced at 7 'l K -`J �CL�'. Is the reeponaibllily of 81s erector.Additional permanent bndng of 7 continuous end at 10'o.c.rsuch is ly unless braced their length by ` sheathing such as plywood required ng(TC)and/or drywail(BC). p/�U t ` DATE: 10/26/2015 the overal structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bndng required where shown+• �`1 I. SEQ. : K 14 8 7 3 8 3 4.No bad should be applied to any component until alter al bracing and 4.Installation of truss la the responsibility of the respecthe contractor. fastener are complete and at no time should any pads greater than 5.Design essumes trusses are to be used In a noncorrosive environment, design bade be applied to any component, shown.and en for'dry condition"of use. TRANS ID: LINK8.Design assumes full bearing at ail supports Shim or wedge If EXPIRES. 12/31/2016 5.CompuTrus has no control over and assumes no reaponsiblity for the nacasssry fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage Is provided, October 27 15 8.This design le furnished subject to the limitations set forth by 8.Plates shall be bated on both faces of truss,and placed se their center t r 20 TPIIWTCA In BCS(,copies of wench will be furnished upon request. Ines colndde w6,joint center lines. 9.Digits indicate We of plate In inches. MTek USA,Inc./CompuTrus Software 7.6.7(11.)-E I0.For basic connector plate design values see ESR-1311.ES12-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 7.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, 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. 12 4.00 v 3 2 M I///t////////////////////////////////////////////////////////////////////////////L/ M-3x4 4 1-00 10-07 4PR5 N4 89782P E JOB NAME : POLYGON 3410-D NH - P1 • Scale: 0.6040 1 /\ Amy I <!/ WARNINGS: g GThe de NOTES, unless up n the ae noted 1.0 '-9 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: P1 and Wamin s before construction commences. building component.Applicability of design parameters and proper / 2 2.9x4 compression web bracing must be Installed where shorn•. Incorporation of the top Is the responsibility of the building edalgne+. .1./5/., .e}� (f/r G 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom chorda to be laterally braced at 77 ^t J Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and al 10'e.c.respectively unless braced throughout their bnglh by `� continuous sheathing such es deg re sheathing(TC)end/or drywell(B C), PA U L �\ DATE: 10/26/2015 the overall structure Is the responsibility of the building designer, 3.25 Impact bddging or lateral bradng required where shown++ /{ SEQ. : K1487384 4.No load should be applied to any component until after all bradng and 4.InstallatIon of truss Is the responsibility of the respective contractor, fasteners are complete and et no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, T RAN S I D• LINK design loads be applied to any component. end ere for"dry conditionof use. 6.Design assumes full bearing al all supports shown.Shim or sedge If EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling.shipment end Installation of components. 7.Design assumes adequate drainage is provided. 8.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 October 27,2015 TPUWTCA in SCSI.copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. M iTek USA,Inc./CompuTrus Software 7.6.7(10-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'- 7.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-6=(-207) 605 6-3=( 0) 238 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-693) 135 6-7=(-211) 599 3-7=(-662) 186 WEBS: 2x4 KDDF STAND 3-4=( -84) 82 7-4=(-132) 105 LOADING 4-5=( 0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -76/ 571V -43/ 124H 5.50" 0.91 KDDF ( 625) 10'- 7.0" -52/ 443V 0/ OH 5.50" 0.71 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP IC OND. 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" 0 -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 8 -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.013" t? 5'- 8.4" Allowed = 0.483" MAX TL CREEP DEFL = -0.027" 8 5'- 8.4" Allowed = 0.644" MAX HORIZ. LL DEFL = 0.004" 8 10'- 1.5" MAX HORIZ. TL DEFL = 0.007" 8 10'- 1.5" 5-10-02 4-05-02 0-03-12 ( '( '( Design conforms to main windforce-resisting 12 system and components and cladding criteria. 4.00v M-1.5x3 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 5 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Zt End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 3 110 m 1 �__ 2 - 6 +* 7 M-3x4 M-1.5x3 M-3x4 5-08-06 4-10-10 1-00 10-07 PRGIN E cP 04 do? 2 �� 89782PE JOB NAME : POLYGON 3410-D NH - P2 • • Scale: 0.44158111, f WARNINGS: GENERAL NOTES, unless otherwise noted: V !,,, 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for en Individual ,�OREGON v, �„ Truss: P2 and Warnings before construction commences. building component Applicability of design parameters and proper -7 / 2.2x4 compression web bracing mud be imd■Iled where shown+. Incorporation of component Is the responsibility of the building designer. iJ 3.Additional temporary bracing to Insure stability during consbvction 2.Design and at II the tap and bottom unless chords la be le throuendyghout lensed at �r/��+ Is the regnndbilty of the sudor.Additional permanent bracing of 7 o.c. at to'o.c.respectively braced throughout their length by r ,� DATE: 10/26/2015 the overs)structure Is the rs nsib 2a lerp continuous ahealhing such■a ph/wood sheathing(TC)herea tubi/or dryweA(Sc}. p/�U t apo lily of the building designer, 3.2x Impact bridging or lateral bracing required where shown++ i.. SEQ. : K 14 8 7 3 8 5 4.No bad snood be applied to any component until after el bracing and 4,Installation of tens Is the responsibility of lir respective contractor. fasteners aro complete and at no time should any bads greater than 5.Design assumes tronas aro to be used in a non-corrosive environment, snd are for'dry condition"of use. TRANS I D: LINK design loads be applied to any component. 6.Design assumes All bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responslbgNy for the nsasssry. fabrication.handling,shipment and Instdletion of components. 7.Design assumes adequate drainage is provided. f'ti .ef 27 6.This design Is furnished subject to the limitation rat forth by 8.Plates ail be baled on both faces of truss,and placed so their center l ,2015 TPWVTCA In SCSI,copies of which will be furnished upon request. Ines coincide with)aid anter lines. 9.Digit.Indicts size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E to.For bads 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'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( O) 36 2-5=(-48) 64 3-5=(-241) 172 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-100) 84 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -67/ 463V -31/ 92H 5.50" 0.74 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.0" -37/ 318V 0/ OH 5.50" 0.51 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CQNCURRENTLY. 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 = -0.229" @ 3'- 11.2" Allowed = 0.455" MAX TC PANEL TL DEFL = -0.306" @ 3'- 11.2" Allowed = 0.683" 7-05-04 0-03-12 'f '1 MAX HORIZ. LL DEFL = 0.001" @ 7'- 5.2" 12 MAX HORIZ. TL DEFL = 0.001" @ 7'- 5.2" 4.00 Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 4 -/ 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, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. r-t o 2 ** 5 M-3x4 M-1.5x3 y y y 7-05-04 0-03-12 01 01 y 1-00 7-09 �`���� P R Ores �C�~c3ANG I N :9782 P E JOB NAME : POLYGON 3410-D NH - P3 Scale: 0.5462 fir 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 en individual i'� OREGON O Truss: P3 and Warnings before construction commences, building component,Applicability of design parameters and proper Vd » 2.2,4 compression web bracing must be installed where shown+. gr Incorporation of component Is the respo nsib�ity ai the building designer. �' L �/ Iny f {✓ (}+ 3.Additional temporary bracing to sure stability during construction 2.Design assumes the lap and bottom chords to be laterally braced et "! J Is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)andror drywall(BC). p J�J DATE: 10/26/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ f L. SEQ.: K1487386 4.No load should be applied to any component until after all bracing and 4.Installation of truss lathe responsibility of the respective contractor, fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS 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 lull bearing al all supporta shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. October 27 201 5 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center October TPWJTGA In SCSI,copies of which will be famished upon request. lines coincide with Joint center lines. ches. MiTek USA,Inc./Com uTrus Software 7.6.7)1L E 9.For indicate sizeofplateInignval P � 10.For ba alc connector plate design values see ESR-1311.ESR-1968(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 9.0" IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting WEBS: 2x4 KDDF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <a 12"OC. UON. 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. M-1.5x4 or equal at non-structural vertical members (uon) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 7-05-04 0-03-12 T T T 12 4.00 17 M-1.5x3 4 ', 3 I N .-i 1 O I N 2 1 rn [ 1 0 5 6 M-3x4 M-1.5x3 y >L y 1.00 7-09 �<c,, PR ()Fess �c�c3\<<" ANG I N FR fg�L �` 89782 P E pr" JOB NAME : POLYGON 3410—D NH — P4 ,i► .40r Scale: 0.5837 WARNINGS: GENERAL NOTES, unless otherwise noted: /, =.' OREGON 47 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for en Individual ,e �O��� Truss: P4 and Warnings before construction commences. building component.Applicability of design parameters and proper ,!/ 2.2x4 compression web bracing must be installed where shown.. Incorporation of component is the responsibility et the building designer. 9'9 i ,y, {t 3.Additional temporary bracing to Insure stability during construction 2.Design assumes tha top and bottom chords to be laterally braced at T J--f 11 J ��j_ la the responsibility o1 the erector.Additional permanent bracing of 7 o.c.and al 10'e,c,respectively unless braced throughout their length by V continuous sheathing such as plywood sheathing(TC)end/or drywell(BC). r''''',4 /4 U i r` DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+• L- SEQ.: Ki4 8 7 3 8 7 4.No load should be applied to any component until after all bradng and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In s noncorrosive environment, T RAN S I D• LINK design bads be applied to any component. end are for"dry condition"of use. 5.CompuTrus hes no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. lebncatlon,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. October L''17 2O 1 J C 8.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 l IJ / TPVWTCA in BCSI.copies of whkh will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sloe 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) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 6B 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-62) 32 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" -71/ 301V -19/ 72H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -31/ 27V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -20/ 41V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" f MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 9.00 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, 3 _I (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. ko 0 0 I r-i 0 r- o I M-3x4 y y y 1-00 2-00 [PROVIDE FULL BEARING;Jts:2,4,3 I ��vp PRopeo < NGIN - ` S/c.:;c-,"<(' - A6) qz,-31_,izt- 89782PE JOB NAME : POLYGON 3410-D NH - SJ1 Scale: 0.6696 trr r, IMF WAR { /,, 1.Builder GENERALNOTES, unteupon the ise parameters 1,A OREGON _J 1.Buadar and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameter shown and h for an Individual tet/ O� Truss: SJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper ///��- (� 2.2x4 compression web bracing must be installed where shaven+. incorporationassumes to component Is the rosponslbNity of the building designer. G �V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom dards to be later-Illy braced at a Is the responsibility of the erector.Additional permanent basing of 2'o.c.and at 10'o.c.respectively unless braced throughout Meir length by continuous sheathing such as plywood sheathing(TC)and/or drywei(BC), p/�U t ^� DATE: 10/26/2015 the°versa structure is the responelblity of the buidirq designer. 3.2x Impact bridging or lateral bredng required where shown♦.. �`1 lr SEQ.: 5114 8 7 3 8 8 4.No load should be applied to any component until after ale bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, T RAN S I D" LINK design loads be applied to any component. and are for"dry condition"of use. 5.Commumhas no control over andmums no responsibility for the B.Design assumes full bearing at all supporta strewn.Shim or wedge If EXPIRES" 12/31/2016 1 necessary. {., febriatien,handling,shipment end Inatalleoon of components. 7.Design assumes adequate drainage is provided. October 27,20 1 5 8.This design Is furnished subject to Be Ilmastions set forth by 8.Plates shall be located on both faces of truss,and pieced so their center TPINVTCA In BCSI,copies of which will be furnished upon request. Anes coinode with joint center lines. 9.Digits Indians size of plate In Inches. MITek USA,Irtc./CompuTrus Software 7.6.7(1L}E 10.For basic*nectar 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 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 68 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-91) 63 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" -50/ 322V -37/ 118H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -7/ 62V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -60/ 96V 0/ OH 1.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. i BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 12 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 9.00 V 3 MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" ''Ii MAX HORIZ. TL DEFL = -0.001" @ 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), ko load duration factor-1.6, 0 I End vertical(s) are exposed to wind, sr Truss designed for wind loads 0 I in the plane of the truss only. M 0 I [ -, o � 4 - M-3x4 y y 1 0 1-00 2-00 1-11-11 (PROVIDE FULL SEA RING;Jts:2,9,3 I ,c,,, ,D P R� es „ GINEC•1p `S/O CC. :9782PE ��' JOB NAME : POLYGON 3410-D NH - SJ2 ,,01W Scale: 0.6592 ,v WARNINGS: GENERAL NOTES, unless otherwise noted: (,I ���ON I.Builder and erection contractor should be advised of el General Notes I.This design Is based only upon the parameters shame and la for an Individual "q 0 O� Truss: S J2 and Warnings before construction commences. building component.Applicability of design parameters and proper ff'' (y 2.2(4 compression web bracing mud be Installed where shown n. incorporation of component h the rssponsibHly of the building designer. "T V� V ��. 3.AddttMel temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced sl 77 R Y Is the responsibility Off.erector.Additional permanent bracing of 2 oc.and et 10'o.c.respectively unless bread throughout their length by �NI DATE: 10/26/2015 the overall structure is the responsibility of the building designer. 3.2 continuous act bridging sheathing paterral brah as cing required whod ere show,••dryvml(BC). �A U L SEQ.: K 14 8 7 3 8 9 4.No load should be applied to any component untl after al 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.Deign assumes trusses are to bs used In a noncorrosive environment, and are for"dry condition"of use. TRANS I D: LINK design bads be applied to any component, B.Design assumes full bearing at al supports shown.Shim or wedge If EXPIRES: 12/31/2016 5.CompuTrus has no contrdand over assumes no responsibility for the eussary fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage is provided, October 2 8.Thls deign is famished sub)ect to the limitations set forth by 8.Plates shal be located on both raps of trues,and placed so their canter 1.1 U G ,2015 TPIIWICA In BCSI,copies of which wll be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of piste In Inches. MiTek USA.Inc./CompuTrue Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1996(MTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF M1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-85) 64 1-3=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -27/ 130V -32/ 83H 5.50" 0.21 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" -27/ 72V 0/ OH 5.50" 0.12 KDDF ( 625) 3'- 11.7" -64/ 99V 0/ OH 1.50" 0.16 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 12 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.054" 9.00 27 MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL - -0.001" @ 3'- 10.9" 2 ./ MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" 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, Truss designed for wind loads in the plane of the truss only. LIDoI 11�� 3��� M-3x4 y y y 2-00 1-11-11 (PROVIDE FULL BEARING;Jts:1,3,2 I �✓��D P R Ofi4.h ANG i N J`SrCJ"P, 89782PE �v` JOB NAME : POLYGON 3410-D NH -- SJ2X Scale: 0.6561 f WARNINGS: GENERAL NOTES, unless otherwise noted: Esu VJ 1.Guider and erection contractor should be advised of all General Notes 1.This design Is based onlyupon the parameters shown and is for an individual �j/-OR E G/�V N Off' Truss: SJ2X and Warnings before construction commences. building component.Applicability of design parameters and proper l/ A �( 2.2a4 compranbn web bracing must be Insialled where shown*. Incorporation of component Is the responsibility of the building designer. �yy G '�'� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be!Wendy braced at Is the responsibility of the erector.Additional permanent bracing of 7 0.0.and at 10'c.c.respectNely unless braced throughout their length by 1J continuous sheathing such as plywood sheathing(TC)andfor drywal(BC). /� DATE: 10/26/2015 the overallstructure lathe responsibility of the bulking designer. 3.Se Impact bridging or lateral bracing required vfiere shown o c p'`1 U L. SEQ.: K 14 8 7 3 9 0 4.No bad should be applied to any component until after all bracing end 4.Installation of truss is the responabilty of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be need In a non-corrosive environment, design beds be applied to any component. and ars for"dry condition"of use. TRANS I D: LINK 6.Design assumes Ml beating at al supports shown.Shim or wedge If EXPIRES: 12/31/2016 5.ComM puTrus s no control over end assumes no responsibility for the necessary. ober I., fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. Oct27 6.This design la banished subject to the limitations set font by S,Plates shall be bated on both faces of truss,and placed so their anter l ,2015 TPVWTCA In SCSI,copies of wfibh all be fumlahed upon request. lines coincide with Joint center lines. Trus Software 7.6.7 1 L E 9.Digits Indicate sire of plate In inches. MiTek USA,Inc./Com Pu ( 10.For basic connector plate design values see ESR-1371,ESR-19e9(MITek) This design prepared from computer input by Pacific Lumber and Truss-SC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4-(0) 0 BC: 2x4 KDDF 411&BTR SPACED 24.0" O.C. 2-3=(-135) 92 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" -25/ 310V -55/ 165H 5.50" 0.50 KDDF ( 625) 1'- 9.2" -55/ 155V 0/ OH 5.50" 0.25 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -93/ 147V 0/ OH 1.50" 0.24 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.004" @ 1'- 0.1" Allowed = 0.054" 3 -/ MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 12 4 MAX HORIZ. TL DEFL - -0.001" @ 5'- 10.9" 9.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.4ft, 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, u, Truss designed for wind loads o in the plane of the truss only. 0 1 0 I c 0 1 M-3x4 y l ), y ..--..-- 1-00 2-00 3-11-11 �� �� P R 0� c, PROVIDE FULL BEARING;Jts:2,4,3 �c:. ANG I N E.F�4 r(2 i` 8.782 P E -�,c- JOB NAME : POLYGON 3410-D NH - SJ3 .....;e • Scale: 0.5345 WARNINGS: GENERAL NOTES, unless otherwise noted: Cr, 1.Budder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and h for an Individual A ��OR � Truss: SJ3 and Wamings before construction commences. bulding component.Appllubility of design parameters and proper L //'',� 2.2x4 compreesion web bracing mutt be Installed where shown.. Incorporation of component Is the responsibility of the budding designer. .A� V/N G � �'► 3.Additional temporary busting to insure stoNldy during construction Z.Design assumes IM lop and bottom cholla to be laterally braced U 77 ^^�IAy J Is the responsibility of the erector.Additional permanent bracing of E o.c.and at 17 o.c.respectively unless traced throughout then length by DATE: 10/26/2015 the overall structure la the responsibility of the budding designer. 3.2x mpad bridging continuous or lateral brasuch es cing required rdnarree eho end/or o• drywsd(Bc). p� SEQ.: K 14 8 7 3 91 4.No bad should be applied to any component until after all bracing and 4.tnstalation of truss is the responaiblNty of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes musses are to be used In a noncorrosive environment, design bads be applied to any component. and are for"dry condition'of use. TRAN S I D: LINK8.Design assumes full bearing at sl supports shown.Shim or wedge If EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the necessary. Imbrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is prodded. OctolDer 27,2015 8.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 TPVWTCA In BCSI,copies of which will be furnished upon request. Ones coincide with joint center lines. 9.Digits Indicate she of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector piste design values see EOR•f 311,ESR-1986(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/DDF/Cit=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #168TR SPACED 24.0" O.C. 2-3=(-182) 120 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. VON. 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" 0/ 249V -74/ 212H 5.50" 0.40 KDDF ( 625) 1'- 9.2" -145/ 296V 0/ OH 5.50" 0.47 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.6" -125/ 198V 0/ OH 1.50" 0.32 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.001" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.001" MAX BC PANEL LL DEFL = 0.008" @ 1'- 0.1" Allowed - 0.054" MAX BC PANEL TL DEFL = -0.008" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.002" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" 12 9.00 177 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, o Truss designed for wind loads I in the plane of the truss only. 0 0 1 o /,,/ y . y y r PR 1-00 2-00 5-11-11 'SCC. Fe,,oFe,, (PROVIDE FULL BEARING;Jts:2,4,3 I J G f �` 89782PE r' JOB NAME : POLYGON 3410-D NH - SJ4 .... .,_..Me'<', '.*r'I` " • Scale: 0.4473 WARNINGS: GENERAL NOTES, unless otherwise noted: CI..�r 4) 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 7 OREGON co" Truss: SJ4 and wamMgs before construction commences. building component.Applicability of design parameters and proper / C] 2,2M compression web bracing must be Msialbd where shown*, incerpontbn of component Is the responsibility of the buidtog designer, ..�A (JA r G� ¢� 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the lop and bottom Chords to be laterally braced et 7 ^f iy '`J ��j_ is firs responsibility of the erector.Additional permanent bracing of 7 o,c.end at 10'o.c.respectively unless braced throughout their length by V continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). p/►U "', DATE: 10/26/2015 the overall structure is the responsibility of the building designer. 3.Da Impact bridging or lateral bracing required where shown•• r 1 SEQ.: K 14 8 7 3 9 2 4.No bad should be applied to any component until after all bracing and 4.Inslaiatbn of truss la the responsibility of the respective contractor, fasteners are complete and at no lime should any bads greater then 5.Design assumes tmsses ere to be used In•noncorrosive environment, T RAN S I D• LINK design bads be applied to any component. and era for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. October 27 8.This design is furnished eubjed to the limitations sat forth by 8.Pietas shall be leated on both faces of truss,and placed so their center u ,2015 TPI/WTCA In SCSI,copies of which wIN be furnished upon request. Ines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plata design values see ESR-1311,ESR-1988(MITek) Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION s " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property /4 offsets are indicated. (Drawings not to scale) Damage or Personal Injury I'E Dimensions are in ft-in-sixteenths. 1140, 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 0-1/1 6" 4 wide truss spacing,individual lateral braces themselves WEBS may require bracing,or alternative Tor o bracing should be considered. 111. ill' O= 3. Never exceed the design loading shown andnever U 41110, stackmaterialsoninadequatelybracedtrusses.11°S4 0 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate c�-a co-? c�6 designer,erection supervisor,property owner and plates 0-T' ' 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,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that "i. Indicated by symbol shown and/or SYP represents values as published specified. by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. 1 Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTekO All Rights Reserved approval of an engineer. ■=0 reaction section indicates joint — number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 11111111 Ili4018.Use of green or treated lumber may pose unacceptable ►—� environmental,health or performance risks.Consult with Industry Standards: ANSI/TPII: National Design Specification for Metal project engineer before use. 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction, and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. bill is not sufficient. • mire"( BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing &Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013