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Plans (253) `\N —a:055 CS MINI MI \?44 S5\ —6C.O.LAM mit MiTek, MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3413-D REVISED 1 1-25-15 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: K1561293 thru K1561337 My license renewal date for the state of Oregon is December 31,2017. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. �5 � Ca1NE6 p3.er 89200PE fl OREGON 4✓a 72_ L 14, 4 2° }� �RR1L�- November 30,2015 Baxter,David 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-BC LUMBER SPECIFICATIONS 15-02-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #166TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-1565) 422 1- 5=(-261) 1159 5- 2=( 0) 289 BC: 206 KDDF #16BTR 2- 3=(-1159) 386 5- 6=(-265) 1199 5- 3=(-41) 57 WEBS: 2x9 KDDF STAND LOADING 3- 9=(-1567) 421 6- 4=(-261) 1156 3- 6=( 0) 283 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 19.0)= 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 9'- 2.0" V BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 9'- 2.0" TO 15'- 2.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 15'- 2.0" V 0'- 0.0" -259/ 1210V -92/ 92H 5.50" 1.94 KDDF ( 625) NOTE: 2x9 BRACING AT 29"00 DON. FOR 15'- 2.0" -259/ 1210V 0/ OH 5.50" 1.94 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 @ 9'- 2.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 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 = -0.031" @ 6'- 0.0" Allowed = 0.713" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.054" @ 9'- 2.0" Allowed = 0.950" MAX HORIZ. LL DEFL = 0.008" @ 14'- 8.5" MAX HORIZ. TL DEFL = 0.013" @ 19'- 8.5" 5-11-11 3-02-10 5-11-11 T f T . Design conforms to main windforce-resisting system and components and cladding criteria. 5-11-11 3-04-10 5-09-11 T +320# *S20# f Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 M-5x6 load 9.00 Q 9.00 Truss ddesigned uration ffor owind 6loads in the plane of the truss only. 4 VI0 0 0 o I 1+. 5 6 ** 4 -70 M-3x4 M-3x4 M-1.5x3 o M-3x4 Io )' b b y 5-09-11 3-08-07 5-07-15 . ,1 15-02 4- 9200P r JOB NAME : 3413-D POLYGON NW - Al Scale: 0.3889 ✓ jAir r .. WARNINGS: GENERAL NOTES, unless otherwise noted: 0 ()^' Truss: A 1 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end Is for an IndNidual ' ' . OREGON A 1 r_+ and Warnings before construction commences. building component.Applicability of design parameters and proper JL'e. V` (`V 2.254 compression web bracing mud be InStaN d where shown.. incorporation of component I°the responsibility of the building designer. '.2^ ,{)'t `` 3.Additional temporary bracing to insure stability during construction 2 Design and at tO the top end bottom unless breds o be laterally braced al �.,w+' /7 Y A 1 r�1 M7••. Is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c.respectively braced throughout their length by �s.p Y DATE: 11/30/2015 the overall structure is the responsibility of the buildingdesigner. continuous0Ictsheathing or ateas ang e required where s)aw •r dryw.n(Bc). ~A 7 1 = Doer. 3.is Impact bridging or lateral bracing where shown*e• SEQ.: K 15 612 9 3 4.No load should be applied to any component until ager as bracing and 4.Installation of truss is the responsibility of the reepectNe contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS I D: LINK design toads ca applied to any component and are fordry conditionor use. 5.Comm/Trus has no control over and assumes no responsibility for the A.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: � 1/2 1 fabrication,handling,shipment and installation of components. necessary. 7.Design sell eaadequate onbotdrainage Noesctprovided. n November 30,2015 8.Thio design Is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed se their center TPUWfCA In BM,copies of which will be furnished upon request. Imes coincide wan joint centerlines. MiTek USA,Inc./Com uTrua Software 1 LE 7.6.6 - 5.Digits indicate alae of plate In inches. p ( ) 10.For basic connector plate design values see ESR-1311,ESR-1088(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-759) 226 1-6=(-122) 538 2-6=(-201)(- ) BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 195 WEBS: 2x9 KDDF STAND 2-3=(-576) 204 6-5=(-122) 533 6-3=(-127) 395 3-9=(-576) 209 6-4=(-200) 195 LOADING 4-5=(-759) 228 TC LATERAL SUPPORT <= 12"00. 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 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -B5/ 637V -125/ 125H 5.50" 1.02 KDDF ( 625) 15'- 2.0" -85/ 637V 0/ OH 5.50" 1.02 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 2: Design checked for net(-5 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. Di 4 (- psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.011" @ 7'- 7.0" Allowed = 0.713" MAX BC PANEL TL DEFL = -0.032" @ 3'- 5.6" Allowed = 0.449" 7-07 7-07 f MAX HORIZ. LL DEFL = 0.006" @ 14'- 8.5" MAX BORIZ. TL DEFL = 0.010" @ 14'- 6.5" 3-10-13 3-08-03 3-08-03 3-10-13 ' T T T T 12 IIM-4x4 12 sc Design conforms to main windforce-resisting 9.00 system and components and cladding criteria. Q 9.00 4.0" Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14111111411111116, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 AlbNM-1.5x3 2 4 co Alikh 0 i rte, 0 o 1** 6 *' 5 o M-3x4 M-3x8 M-3x4 o y b y 7-07 7-07 15-02 �.,coZ t4oiN - /' ' 89200PE fir"' JOB NAME : 3413-D POLYGON NW - A2 Scale: 0.3509 WA 1. ild0b: O. hRAeIgnSb, unless otherwise eparametnoted: �� OREGON '�U�' Truss: A2 Builder and s before contractor should Be advised Dietl General Notes This design is based only upon the parameters s shown and is for an IntlNlduel and Warnings before construction commences building component.Applka Nilly of design parameters and proper L 2.204 compression web bracing must be Installed where shown 4. Incorporation of component is the responsibility of the bulking designer. / ,l t. h� �" 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop end bottom cholla to be laterally brand at 10 r -t A f aV! Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and al 70'o.c.respectively unless braced throughout their length by Y ('� 11/30/2015 the overall structure le the responsibility of the building designer. continuous sheathing such I b plywood required et where and/or tlrywall(SC). y*s RIO- DATE: u 3.2a Impact bridging or lateral bracing required where Mown*+ R SEQ.: K15 612 9 4 4.No bait should be applied to any component until atter eN bracing and 4.Installation of hues Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. TRANS I D: LINK design Toads be applied to any component and are for'dry condition"of use. Design 5.CompuTrus has no control over and assumes no responsibility for the 8 access assumes lull bearing et ell supporta shown.Shim or wedge if EXPIRES, 12/31/2015 fabrication,handling,shipment end Installation of components. ry 'L} T.Designassumesbe an drainage is provided. November 30,2015 6.This design is furnished subject to the limitations eel forth by 8.Plates shall be located on both bees of cruse,and placed so their center TPWJfCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. Mi7ek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 9.Digits Indicate sire of plate In Inches. 70.For bask connector plate design values see ESP-1311,ESR-1908(Mi7ek) This design prepared from computer input by PACIFIC LUMBER-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=(-1516) 295 1-5=(-304) 1116 5-2=( -306) 1694 BC: 2x6 KDDF #1&BTR SPACED 24.0" 0.0. 2-3=( -191) 207 5-6=(-298) 1085 2-6=(-1438) 375 WEBS: 2x4 KDDF STAND 3-4=( -15) 7 6-3=( -197) 180 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) 0'- 0.0" -198/ 1079V -112/ 219H 5.50" 1.73 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -359/ 1440V 0/ OH 5.50" 2.30 KDDF ( 625) ADDL. BC CONC LL+DL= 1210.0 LBS @ 4'- 0.0" ADDL: BC CONC LL+DL= 637.0 LBS @ 6'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP MAX LL DEFL = 0.012" @ 4'- 0.0" Allowed = 0.354" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.039" @ 4'- 0.0" Allowed - 0.472" MAX HORIZ. LL DEFL = -0.003" @ 7'- 6.5" MAX HORIZ. TL DEFL = 0.006" @ 7'- 6.5" M-1.5x3 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, ZF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 Al ism jI I M-3x4 M-3x6 M-4x6 y +1210# +637# y r n 6-00 �C�R�� I vLCSy .tis (c..-t. /0�� 89200PE JOB NAME : 3413-D POLYGON NW - AGIRDScale: 0.4369 ..11 #�'p ` -1 WARNINGS: GENERAL NOTES, unlessotherwisenoted: y' RE/^y/'t.N (�, 1.Builder and erection contractor Mould be advised of all General Notes 1.This design k based only upon the parameters drown end is for an individual /74. OREGON V!V t) �"'t✓ Truss: AGIRD and Warnings before construction commences. bolding component.Appllcebllny of design parameters and propera y� V 2.284 compression web bracing moat be installed where shown+. 6worporatbn of component b the responsibility of Me building designer. I</\ 'Al T j 1 q+ (4° '*- 3.Additional temporary bracing to insure atabildy during construction 2.Design and at IS the top and bottom chorda to be throughoutry braced et [./ 1 Y 0.-DAIs the responsibility of the erector.Additional permanent bracing of 2'o05 antl s ea his.respectivelysucas ply unless braced their length ll)R). continuous sheathing such as plywood sheaMinglTC)end/or drywell(BC).by //14"R R 10.- DATE: TE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.27 Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until eller al bracing and 4.Installation of trues is the responsibility of the respective contractor. SEQ.: K 15 612 9 5 fasteners are complete end at no time should any roads greater than 5.Design assumes trusses are to be used in a nontrorrosive environment, TRANS I D: LINK design roads be applied to any component. and are assumes for"dry nil beer of st a.supports wedge 5.CompuTrus has no control over end assumes no responsibility for Me 8 nese full besrin t all w da shown.Shim or eve N EXPIRES: 12/31!2015 sponai y 8sary, fabrication,handling.shipment end Installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 S.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIAMICA in SCSI,copies of which will be furnished upon request. lines coincide with joint center tins. 9.Digits indicate sae of plate In Inches. MITek USA,Ino./CompwTrUs Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-/311,ESR-7988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4-(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-53) 50 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. 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. I BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX TC PANEL LL DEFL = 0.003" @ 1'- 0.0" Allowed = 0.123" T 1' 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 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) fEncloAll Heights), sed, Cat.2, Exp.B, MWFRS(Dir), Truss designed for wind loads ,.o in the plane of the truss only. 0 0 ti o f oilglir o o MESA 1011- 11,1 1 M-3x4 ), y y 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 1 6-00 PRO 89200PE c- JOB NAME : 3413-D POLYGON NW - AJ1 �' Scale: 0.6771 W I.Builder O.ThRAe design is b, uny upon hparameters 7 OREGON " • Truss: AJ1 and Warnings sbefor wnnrectcron co be advised of all General Notes buildingcnpbased onlyuthepon psparameters and la Toper individual ^jea and Warn nits before construction commences building component Applicability of design parameters and proper / �s. 2.2x4 compression web bracing must be installed where shown+, Incorporation of component Is the responsibility of the building designer. .d, �}11�x 3,Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chortle to be laterally braced at Q fr 'r( t G+ �"' Is the responsibility of the erector.Addrlionel permanent bracing of 2'o.c.end at 10'o.c.reach plywood unless braced throughout their eii(S by J� DATE: 11/30/2015 the overall structure is the responsibility of the buildingcontinuous sheathinginsuch as Bang re uir et where s and/or tlrywall(BC). 'Y(Jt,,`��'�\ designer. 3.2x Impact bridging or lateral bracing required where shown++ \ 4 SEQ.: Ki5 612 9 6 4.No load should be applied to any component until after au bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners me complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design loads be epplled to any component. and are ten dry conditior"on see. 5.CompuTrashasnocontroloverandassumesnoresponsibiltyforthe 8.Design assumes lull bearing et elsupporhshown.Shim orwetlgeit EXPIRES: 12/31/2015 fabrication,handing,shipment end installation of components. necessary. t 7.Design assumes adequate drainage Is provided. November 30,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be bested on both laces of truss,and placed so their center TPI/WfCA in BCS(,copies of which will be furnished upon request. linea coincide with Joint centerlines. 9.Digtts indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(11)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-85) 72 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" -39/ 397V -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) pli 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 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -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" 3-11-11 MAX TC PANEL LL DEFL = 0.020" @ 2'- 2.2" Allowed = 0.290" T '( MAX BC PANEL TL DEFL = -0.035" @ 3'- 1.4" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 1900V MAX HORIZ. TL DEFL = -0.000" @ 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=l.6, Truss designed for wind loads 1po in the plane of the truss only. i0MO /- ti ->/ b )' y 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,3,9 I ��t'2 ',V PROP�sS $9200PE mac' JOB NAME : 3413-D POLYGON NW - AJ2 Scale: 0.5819 = � -- WARNINGS: GENERAL NOTES, unless otherwise noted 0 OREGON Cfyh7ii )„ 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 OfAE4-7ON 1j Truss: AJ2 and Warnings before conslrvctioncommencea building component Applicability of design parameters and proper -v, ,i_ `' ry A+ (`+� 2.Tr4 campresslon web bracing moat be installed where shown i. incorporation of component Is the responsibility of the building designer ./A^ 4 r 4 TQC) +y... 3.Additional temporary bracing to Insure stability during construction Z.Design assumes me top and bottom chorda to be lateraly braced at (.,e! 1 , fr jy1 Is the responsibilly of the erector.Additional permanent bracing or continuous o.c.and at 10'o.c.respectiey unless braced throughout their Rneth by '' C_ DATE: 11/3 0/2 015 the overall structure is the res onaibM the 0Imsheathing later l bracing plywood required iwhere sown) .r tlrywnll(BC). �C.".] 6=. p y ofbuilding designer. 3.Zit Impact bridging or lateral where shown�• (l SE K15 612 9 7 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. - 4' fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, design loads be eppII S to any component. and are for"dry condition"of use. I D: LINK 5.CompuTrus has no control over and assumes no responsibility forme 6.Design assumes full bearing at all supports shown.Shim or wedge H EXPIRES: 12/31/2015 necessary. fabrication,sdesisndinis shipment olo the Imitations tfoth by 7.Plates assumesladequatedrainageto trussed. November 30,2015 8.This design is Nrnbhed subject to the ssl forth by S.Plates shall be located on both faces of Was,and placed w their center TPIIWfCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-7311,ESR-1988(MOSS) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS LU: 2x9 KDDF CATION( TRUSS SPAN 27'- 6.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq-1.00 2x6 ROOF #1&BTR T2 LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 68 2-10=(-650) 3932 3-12=( -89) 317 BC: 2x6 ROOF #16BTR SPACED 24.0" O.C. 2- 3=(-9549) 913 10-11=(-798) 9908 10- 9=( -254) 1951 WEBS:: 2x6 KDDF STAND 3- 9=(-9951) 929 11-12=(-663) 3827 10- 5=(-1361) 301 LOADING 4- 5-(-3540) 778 12-13=(-663) 3827 5-11=( -90) 395 TO LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-9424) 968 13- 9=(-960) 2590 11- 6=( -337) 1383 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2555) 552 TOTAL LOAD = 92.0 Pop 12- 6-) 0) 136 7- 8=(-3253) 651 6-13=(-1999) 939 8- 9=(-3379) 650 7-13=( -290) 1579 NOTE: 2x4 BRACING AT 29"00 UON. FOR LL = 25 PSF Ground Snow (Pg) ADDL: TO UNIF LL+DL= 160.0 PLF 8'- 0.0" TO 12'- 0.0" V 13- 8=( -121) 208 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0" TO 12'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" ADDL: TC CONC LL+DL= 598.0 LBS @ 8'- 0.0" 0'- 0.0" -678/ 3376V -137/ 194H 5.50" 5.90 KDDF ( 625) ADDL: BC CONC LL+DL= 1490.0 LBS @ 12'- 4.0" 27'- 6.0" -918/ 2330V 0/ OH 5.50" 3.73 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. on For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP IC OND. 2: Design checked for net(-5 psf) uplift at 29 "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 = 0.092" @ 12'- 5.8" Allowed = 1.329" MAX TL CREEP DEFL = -0.292" @ 12'- 5.8" Allowed = 1.772" MAX HORIZ. LL DEFL = -0.032" @ 27'- 0.5" MAX HORIZ. TL DEFL = 0.075" @ 27'- 0.5" Design conforms to main windforce-resisting 7-11-11 11-06-10 7-11-11 system and components and cladding criteria. 0 3-11-15 3-11-12 4-02-09 2-11-12 4-04-05 3-11-12 3-11-15 T Wind: (AllmphHeights),2ftEnclosed,9Cat.2, Exp.B 7-10, 3-11-15 T 12 T j 598# f T T .r f load duration factor=l.6, Truss designed for wind loads M-4x8 M-4x8 12 in the plane of the truss only. 9.01 M-3x6 M-4x8 9 N 9.00 T2 6 fir 0� M-1.5x3 3 A.1.1.1,....M -1I1 ti o 10 O M-3x10 M-3x8 110.25" M-115x3 13 "9 0 M-3x10 M-3x8 0 M-7x8(5) y y ij,1440# yPROy 7-06-09 4-11-03 2-08-04 4-09-07 )' 7-06-09 ), ,`' , fi N. 1-00 27-06 y � 17 V �� jV e '' ,asiii:9200PE r"' JOB NAME : 3413-D POLYGON NW - B1 Scale: 0.2299 - • WARNINGS: GENERAL NOTES, unless otherwise noted. 10 .Cr Truss' B1 f.Builder and erection contractor should be advised of all General Notes t.This design is based only upon the parameters shown and is for an individual A EG /'�T41 1./ and Warnings before construction commences. building component Applicability of design parameters and proper OFR I�41 V 1 V A_ .( 2.204 compression web bracing must be Metalled where shown 4. Incorporation of component Is the responsibility of the building designer t'^ f 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at �+�/� 7}'' ,r' `4° 7 ` �..s., is the responsibility of the erector.Additional permanent bracing of los and el til oc respectively unless braced throughout their length by T+..^' 4�. G^ 1 DATE: 11/30/2015 the overall structure la the responsibility of the building designer. continuous sheathing or such as plywood aheatn hate)and/or drywell(BC). S E 4.Na load ahesS be applied to en3.20 Impact bridging or lateral bracing required where shown 0 e �" C]1 1 �, Q.: K 15 612 9 6 pp y component until after an bracing and 4.Installation of truss Is the responsibility of the respective contractor. (l 1 1+ fasteners are complete and at no time should any bads greater than 8.Design assumes trusses are to be used Ina noncorrosive environment, TRANS ID: LINK design mads be applied to any component. and are for dry conditionof use. 5.CompuTrue has no control over and assumes no responsibility for the 8 5 nDecessa esign assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 2 -1 2 j'r fabrication,handling,shipment and installation of components. ry' 1 G/3 i!G V 1 B.This design is mrnhhed subject to the limitations sal forth by 7.Design assumes adequate drainage le provided. TPIAVTCA in SCSI,copiesof which will be furnished u 8.Mates coincide a e,Joint on beth faces of truss,and placed so their center November 30,2015 upon request. lines coincltle wtth Joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 9.Digits indicate size of plate In inches. 10.For beak connector plate design values see ESR-13f t,ESR-1988(MiTek) This design BER prepared from computer input by -BC TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER 4PECIFICATIONS 0 1-2=(-964) 78 1-5=(-154) 694 5-2=( 0) 280 4-7=(-1156) 226 TC: 2x4 KDDF 16BTR LOAD DURATION INCREASE = 1.15. (Non-Rep) 2-3=(-662) 146 5-6=(-156) 688 2-6=(-276) 128 BC: 2x4 KDDF T6NTR SPACED 29.0" O.C. 3-4=1-488) 138 6-7=( -72) 116 6-3=( -52) 288 6-4=(-224) 1174 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 POE LOCATIONS MAX VIRTS REACTIONSHORZSIZE RE UI. BRG(SPECIES)AREA 0'- 0.0" -67/ 735V -83/ 164H 5.50" 1.18 KDDF ( 625) NOTE: 2T9 OPACIOR AT E4S01 UON. FOR LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -650/ 3025V 0/ OH 5.50" 4.84 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 121.0 LBS @ 3'- 6.0" ADDL: BC CONC LL+DL= 637.0 LOS @ 5'- 6.0" @@ADDL: BC CONC LL+DL= 2330.0 LBS @ 7'- 6.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0, TL=L/180 L= LL/29 ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFL = T.ON9 L @ VERTICAL DEFLECTION LIMITS:5'-: L 10.9"L/2Allowed = 0.354" Attach 2 ply with 3"x.131 DIA GUN MAX TL CREEP DEFL = -0.012" @ 5'- 10.9" Allowed = 0.472" nails staggered: BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9" oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.001" @ 7'- 10.2" 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX HORI0. TL DEFL = 0.002" @ 7'- 10.2" 9" oc in 1 row(s) throughout 2x4 webs. ** For hanger specs. - See approved plans 6-02-11 1-09-05 T f 1' Design conforms to main windforce-resisting system and components and cladding criteria. 3-03-13 2-10-14 1-09-05 _ 7-10, fWind: (AllmHeights),0 mph, S Enclosed,ft, 9 Cat.2, Exp.B ASMWFRS(Dir), 12 M-4x6 load duration factor-1.6, 9 00 End vertical(s) are exposed to wind, 3 M-4 Truss designed for wind loads 4 -/ in the plane of the truss only. mil - M-3x9 1 `� I 0 rn ©@ HANGER BY OTHERS TO APPLY CONC. LOAD(S)EQUALLY TO ALL MEMBERS. G6 PI o 1 f 1►1 5 6 o M-3x9 M-1.5x3 M-6x8 M-3x8 121# +637# +2308 b y 1 y 3-02-01 2-08-13 2-01-01 , y y � GPR0Fes //0.0..8-0o 1 (S, $9200P r" JOB NAME : 3413-D POLYGON NW - BGIRD Scale: 0.3864 'Ole WARNINGS: GENERAL NOTES, unless otherwise noted A ,r.C.Lr, INI ly CC 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Indnidual /� y V` end Warnings before construction commences. balding component.Applcadlity of design parameters and proper �"-.,r�,.t1`' Truss: BGIRD res incorporation of component Is the responsibility of the binding designer. r 2.2a4 compression web bracing moat be installed where shown+. 2.Design assumes the top and bottom chorda to be laleraIN braced at 4/SJ f >S�. 3.Additional temporary bracing to Insure stability during construction Y o.c.end at 10 o.c.reepedNely unless braced throughout their length by � �\ H the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). l•+ DATE: 11/30/2015 the overall structure is the responsibility of the balding designer. 3.28 Impact bridging or lateral brewing required where shown++ 4.No load should be applied to any component until after al bracing and 4.Installation of truss is the responsibSty of the respective contractor. SEQ.: K 15 612 9 9 fasteners ere complete and at no time should any loads greater then 5.Design assumes trusses are to be used in a noncorrosive environment, rryy �j jt�(j and era for"dry condition"of use. P ES: 1L/a711GV1 TRANS ID• LINK design beds be applied to any component. 8.Design assumes full bearing at all supports shown.Shim or wedge if 5 5.CompuTruehas nocontrol over and mimes noresponsents.for the necessary. November 30,2015 This d tion,handling,shipment and installation of components. 7.Design assumes adequate drainage Ie provided.d placed so their center 8.This design Is furnished subject to the limitations set forth by 8.Pete cshall nclde with jolts oenter,lines.s of truss,en p ace TPIIWTCA In BC SI,copies of which will be furnished upon request. 9.Digits indicate size of plate in inches. MiTek USA,Inc./ColnpaTrus Software 7.6.7(1 L)-E 10.For bash connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 34-00-00 HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TO: 2x4 EDIT #16BTR; LOAD DURATION INCREASE - 1.15 (Non-Rep) 1- 2=( 0) 68 2-13=(-1605) 5757 13- 3-( -429) 1890 19- 8=7 -207) 891 2x6 KDDF 91G3TR T2 2- 3=(-7419) 2118 13-14=(-1460) 5201 3-14=( -818) 175 8-20=(-1956) 636 BC: 2x6 KDDF #158TR LOADING 3- 4=(-5640) 1758 14-15=(-1308) 4472 14- 4=7 -13) 389 9-20=( -462) 1832 WEBS: 204 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-5293) 1769 15-17=(-1969) 5961 4-15=7 -286) 113 20-10=( -126) 251 2x4 DF 2900E A; TC SNIP LL( 50.0)+DL( 14.0)= 64.0 PLF D'- 0.0" TO 8'- 0.0" V 5- 6=(-4279) 1468 16-18=7 -67) 201 15- 5=7 -468) 1971 2x4 KDDF #l&BTR B TC UNIF LL( 125.0)+DL( 35.07= 160.0 PLF 8'- 0.0" TO 26'- 0.0" V 6- 7=(-5948) 2163 18-19=(-1790) 5484 15- 6=(-2225) 941 TC UNIF LL( 50.0)+DL( 14.07= 64.0 PLF 26'- 0.0" TO 34'- 0.0" V 7- 8=(-4955) 1796 19-20=(-1581) 4909 6-17=( 0) 452 TC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 0.0)+DL( 50.07= 50.0 PLF 0'- 0.0" TO 34'- 0.0" V 8- 9=(-3799) 1313 20-11=(-1108) 3677 16-17=( 0) 146 BC LATERAL SUPPORT <= 12"OC. UON. 9-10=(-4779) 1584 17-18=(-1725) 5314 TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" 10-11=(-4869) 1558 17- 7=( -270) 659 TC CONC LL( 466.7)+DL( 130.77= 597.3 LBS @ 26'- 0.0" 11-12=7 0) 68 18- 7=( -399) 374 NOTE: 2x4 BRACING AT 24"0C UON. FOR 7-19=7 -932) 360 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 10PSF 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" 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 = -0.250" @ 13'- 4.7" Allowed = 1.654" MAX TL CREEP DEFL = -0.500" @ 13'- 4.7" 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 = 0.123" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.203" @ 33'- 6.5" 7-11-11 18-00-10 7-11-11 T f f f Design conforms to main windforce-resisting 2-09 2-05-11 2-09 5-03-05 5-03 4-01-07 3-04-14 3-11-12 3-11-15 system and components and cladding criteria. ' 1' T +597.308 f 1 T 597.30# 1 T 12 12 Wind: 140 mph, h-22.2ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, M-5X10 M-5x8 (All Heights), Enclosed, Cat.2, Ex B, MWFRS(Dir), 9.00 7 5 =M-6x6 M-3x8 =M-4x4 9.00 g p- 6 7 B 9 load duration factor=l.6, -- T2 e.0 , Truss designed for wind loads M-3x9 in the plane of the truss only. 4 + M-1.5x3 M-3x8 A + bo 3 M-5x12vii, o .. $8.4 f•+ B c 10 13 14 is 1 r �- _ .._ T, o 1/ M-3x9 M-4x10 16 18 9 zo -10 M-7x6 ,j z 1 o M-1.5x3 M-9x12 0.25 M-3x10 M-3x10 1 M-3x4+ M-7x8 S o M-7x10 a 3.75 M-3x4+ 12 l y y y y .) l b y ., pROF4r- 2-05-082-05-112-07-07 5-10-03 4-11-08 3-11-11 4-01-07 7-06-09 ,c' C� 1-00-05-08y 10-09-08 y 20-09 1-00 �� ,JG1N� f0 1 y 34-00 Cr '( 89200PE JOB NAME : 3413-D POLYGON NW - Cl .:4,4Poee:. Scale: 0.1604WARN ,,,��awww'}}y 1.SaiNOa: O.This design unless on the otherwisenoted: OREGON i�"" Truss• Cl ner rntl beforrection contractor onoombeeoadvised of all General Notes building based onlyupon the perimeters par mewn and sfor an IndNldual r1.,�� ' and Warnings before construction commences building component.Appllwbldy of design parameters and proper y+ 2.204 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at � 7 4 t le the responsibility of the erector.Additional permanent bracing of 7 0.0.and at IS c.c.reepeGNety unless braced throughout their tenpin by DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood eheethlng(TC)and/or drywall(BC). M,6 r,R 11.A A A 3.2a Impact bridging or the Mere'bracing required where shown++ w..ri lr SEQ. : K15 613 01 4.No load should be applied to any component until after all bracing and 4.Installation of truss is thresponsibility eche NepeGhe contractor. fasteners are complete and al no time should any loads greater than B.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 :y conditionDrees. 5.Com True has no control over end assumesnoro responsibility 6.Designasaumeafullboatingalelaupponsshone.SMmorwetlgeIt EXPIRES: 12/31/2015 pu aponsibll' for the scary fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 B.This design is furnished subject to the limitations set forth by B.Plates shell be located on both faces of truss,end placed so their center TPOWICA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Diggs Indicate s@e of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(IL)-E 10.For basic connector plate design values sea ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDE/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-9=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 29.0" 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 PIF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -39/ 902V -55/ 165H 5.50" 0.69 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 IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/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 TC PANEL LL DEFL = 0.134" @ 3'- 7.2" Allowed = 0.957" MAX TC PANEL TL DEFL = -0.117" @ 3'- 4.8" Allowed = 0.685" 5-11-11 f f MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 3 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 0' r Design conforms to main windforce-resisting 9.00 '� system and componentsand 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=l.6, Truss designed for wind loads in the plane of the truss only. up 0 0 c o o /- c o f 07:1=M 0011=1-14 o M-3x4 • y 1-00 l 6-00 b ,rj PROP-,6^s (PROVIDE FULL BEARING;Jts:2,9,3 ,r��Co' <(.... GIN E.. {;i0 89200PE . c- JOB cJOB NAME •. 3413-D POLYGON NW - AJ3 Scale: 0.4979 WARNIN ,' J ise 1.Budder GENERAL design NOTES, any upo hpar mete' 0� OREGON 1.Builder antl erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for m individual /7 A_ kj Truss: AJ3 and warnings before construction commences building component Applicability of design parameters and proper �} Y ii 2.204 compression web bracing must be Installed where shown x. Incorporation of component Is the responsibility of the building designer. r^ ''g fr + ?x(!) l Q 4 14 3.Additional temporary bracing to insure stability during consBnctlon 2.Design assumes the top and bosom chords to be lalerelty braced at (.a+' %+ V Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respeccc plywoodly unless braced throughout their length by 1��//` DATE: 11/30/2015 the soared structure Is he responsibility ofthe buildingcontinuous sheathing such as required sheathing(TC)and/or drywall(BC). '+&R R I O- apone ty designer. 3.2x Impact bridging or lateral bracing where shown+. ,t fl SEQ.: K1561302 4.No load should be applied to any component until eller aNbracing and 5.Designell..oftrussisth are to sialiitydinthe hno respective eenraconrmenl, fasteners are complete and at no time should any loads greater than and asfor sumes trusse�or use. TRANS ID: LINK aeaenmasabeapplied oamoomponem. 5.Design assn esIbgbearingetallsupportsshown.shimorwedgeIf 8.CompuTroshas nocontrol over aMaswmeanoresponsibility for lM ...sq.m EXPIRES: 12/31/2015 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design b famished subject to the llmaatlons eel forth by 8.Plates shat be located on both faces of truss,and placed so their center November 30,2015 TPUWfCA in SCSI,copies of whbh will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-7988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.9" TC: 2x9 KDDF #1&BTR IBC 2012 MAX MEMBER FORCES F/Cg=1.00 BC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=)I2-5=(0) 0 SPACED 24.0" O.C. 2-3=(-198) 177 TC LATERAL SUPPORT <= 12"0C. ION. 3-9=( -94) 36 LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 POP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 377V -69/ 201H 5.50" 0.60 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -203/ 359V 0/ OH 1.50" 0.46 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 5.9" -58/ 26V 0/ OH 1.50" 0.04 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/160 4 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 = 0.068" @ 2'- 9.2" Allowed = 0.459" 0 MAX TC PANEL TL DEFL = -0.062" @ 2'- 11.9" Allowed = 0.689" 12 MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" 9.00 F7 3 MAX HORIZ. TL DEFL - -0.002" @ 5'- 11.2" 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, ti o Truss designed for wind loads oin the plane of the truss only. 0 1 0 o f I ►� 0 5►=� M-3x4 l 1 y l 1-00 6-00 1-05-15 ,�,, D PRO,c (PROVIDE FULL BEARING;Jts:2,5,3,9 j rA �CD �N4' {50,.�r 4. 4' 89200PE v' JOB NAME : 3413-D POLYGON NW - AJ4 Scale: 0.4704 -11• - ,'.• WARNINGS: GENERAL NOTES, unless otherwise noted: �}.. Truss' AJ4 Builder and erection contractor should be advised of all General Notes This design is based only upon the parameters sqwn end cot an lndNltlual s9 OREGON ^j v� and Warnings before construction commences. bonding component.Appl ceblldy of design parameters and proper !/ "'Sl 2.204 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 4^' ,,,�" y� 3.Additional temporary bracing to Insure stab Idy during construction 2 Design assumes the top end bottom chords to be laterally braced at r(/J� +J V� "+: / / Is the responsibility of the erector.Additional permanent bracing of 2 o.c and al 70 o c.respectively unless brined throughout their length by t, � DATE: 11 3 2 015 the overall structure la the responsibility of the building designer. lv u ehgen such ea acing rtl idred here s and/or tlrywall(BC). � 4.No bed should be applied to an 3.I Impact bridging or lateral bracing required where shown++ SEQ. : K1561303 pP any 4.Inatellittlonoftruss isthe reaponsibiftyofthe respective contractor. fasteners are complete and at no time should any loads greater man 5.Design assumes vases are to be used in a noncorrosive environment TRANS ID: LINK del I deb p11 dt en pone t and are for"My condition"of use. 5.CompuTrua hes no control over and assumes no responsibility for the 8 nDecel ase assumes MI bearing at all supports shown.Shim or Wedge if EXPIRES: (( ((vs.( fabrication,handling,shipment end installation of components. necessary. 1 2�3�y 2 V i 8.This design bfurnished subject tothe limitalbnsset forth by T.PestgnaeamecadedoneothifaceIs russ,an November 30,2015 8.Plates shall be located on both faces of truss,end placed so their center TPIIWiCA In BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. MITek USA,Inc./CompuTrus Software 7.6.6(114-E S.Digits indicate size of plate In inches. 10.For best connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 RODE #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-12=1-383) 2142 12- 3=1 0) 331 8-17=(-132) 673 SPACED 24.0" O.C. 2- 3=(-2848) 584 12-13=(-271) 1629 12- 4=1-138) 616 17- 9=(-221) 211 BC: 2x4 KDDF ST6NDR 3- 4=(-2564) 627 13-15=(-225) 1664 4-13=1-321) 203 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-1831) 493 14-16=( -9) 60 13- 5=1-191) 831 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-1411) 445 16-17=(-229) 1601 13- 6=1-530) 176 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-1662) 508 17-10=(-317) 1430 6-15=1 -2) 220 TOTAL LOAD = 42.0 PSF 7- 8=(-1298) 429 14-15=( 0) 90 B- 9=(-1718) 461 15-16=1-219) 1550 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-1940) 480 15- 7=1 -40) 120 10-11=1 0) 68 16- 7=( -90) 117 ALL FLAT TOP CHORD AREAS NOT SHEATHED 7-17=(-503) 166 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 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) ICOND. 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 LL DEFL = -0.092" @ 13'- 4.7" Allowed = 1.654" MAX TL CREEP DEFL = -0.187" @ 13'- 4.7" 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 HOAR. LL DEFL = 0.059" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.098" @ 33'- 6.5" 9-11-11 14-00-10 9-11-11 2-07-04 3-06-05 3-10-02 �3-03-05 5-05-11 5-03-10 4-10-11 5-01 Design conforms to main windforce-resisting .' f fsystem and components and cladding criteria. 12 12 M-4x6 M-9x69.00 Wind: 140 mph, h=22.9ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, 9.00 7 5 M-3x4 M-3x8 N 6 7 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), . a..a 14//NNINN load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x4 4 M-1.5x3 3 o M-3x6 w _,�, W ,( - �-10 l r1 13 r I.15: 1 1 o M-3x8 of M-5x10 , M-115x3 0.25'6 M-3x8 M-3x6 to M-3x4+ -M-6x6(S) M-5x8 a 3.75 M-3x4+ 12 y 4,p PROFFS, y y )- b l b 2-05-08 7-02-07 3-08-13 5-02-03 5-09-03 9-07-15 k )' c a. �`Ol N E f'' 1-00-05-08 10-09-08 y 20-09 1-00 ti , T , 34-00 cc- 89200PE r" JOB NAME : 3 413-D POLYGON NW - C2 Scale: 0.1604 'Aillt WARNINGS: GENERAL NOTES, unless otherwise noted' * OREGON [-!"_!('�A 1 /r� 1.Builder and erection sontractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual j♦ O R E lr O V s,- �tii Truss: C2 and Warnings before construction commences building component Applicability of design parameters and proper 4� ,4 /�\V` 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the Wang designer. 0' =' 14 t r jS 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda M be laterally braced at (,,./ 41 p.. Y ,Ci'y` by Is the responsibility of the erector.Additional permanent bract f c ntin and sheat 10'thing o.c.rsuch as ply wood s braced lhroug and/or r dryeir length). ~'7 RIO.- DATE: M o wMlnuoua aheaMMp each as plywood Meathing(TC)antllor tlrywell(BC). 11/30/2015 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown+ SE K 15 613 0 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss is Me responsibility of the respective contractor. 4• fasteners are complete and el no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, design loads be applied M any component, and are for"dry condition"of use. TRANS ID• LINK 6.Design assumes Ng bearing at all supports shown.smmorwedge n EXPIRES: 12/31/2015 S.CompuTrua hes no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,201 5 6.This design Is furnished sub)ect to the limitations set forth by 8.Plates shall be located on both faces of trues,and pieced so their center TPIAMCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center Anes. 9.Diggs Indicate size of plate in inches. MiTek USA,Inc./CompuTms Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-7311,ESR-1 HBc(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1GBTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-14=(-499) 2157 14- 3=( 0) 331 BC: 2x4 KDDF lel&BTR SPACED 24.0" O.C. 2- 3=(-2848) 727 14-15=(-381) 1629 14- 4=(-150) 618 WEBS: 2x9 KDDF STAND 3- 4=(-2564) 758 15-17=(-359) 1664 4-15=(-321) 179 LOADING 4- 5=(-1831) 614 16-18=( -14) 60 15- 5=(-216) 631 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 18-19=(-353) 1601 15- 7=(-534) 204 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-1411) 534 19-12=(-401) 1430 7-17=( -13) 234 TOTAL LOAD = 42.0 PSF 7- 8=(-1662) 618 16-17=( 0) 90 8-10=(-1298) 511 17-18=(-339) 1550 NOTE: 2x4 BRACING AT 24"01 UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 17- 8=( -63) 144 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-1718) 577 18- 8=( -90) 117 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE I1-12=(-1940) 591 8-19=(-512) 187 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13-( 0) 68 1O-19=(-143) 673 OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 19-11=(-211) 187 BEARING MAX VERT MAX HORZ BRG REQUIRED BAG 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) ICONS. 2: Design checked for net)-5 psf) uplift at 24 "on 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" @ 13'- 4.7" Allowed = 1.654" 11-11-11 10-00-10 11-11-11 MAX TL CREEP DEFL = -0.187" @ 13'- 4.7" Allowed = 2.206" f fMAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 2-07-04 3-06-05 3-08-01 2-071-03-05 5-05-11 3-03-10 2-02 4-08-11 5-01 f f f f f f f f f f f MAX HORIZ. LL DEFL = 0.059" @ 33'- 6.5" 10-00 10-00 MAX HORIZ. TL DEFL = 0.098" @ 33'- 6.5" / / 12 M-4x6 12 M-4x6 9.00 7 5 M-3x4 M-3x8 Q y 00 Design conforms to main windforce-resisting 7 g 0 system and components and cladding criteria. res `yl Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Z (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), f6d wdload5x3 thplane f+M- , 17 s -T i.` a,8 o M-115x3 0.25 M-3x8 M-3x6 1 3 �i M-3x4+ M-5x8 -M-6x6(S) .a 3.75 M-3x4+ 12 y l y b b y b PR�^1 2-05-08 7-02-07 3-08-13 5-02-03 5-09-03 9-07-15 'C� v �8S 1, l ), y 1-oQ-o5-o8 10-09-08 20-09 1-00 � �0 '9 ,�4 y b �Cr (� 34-00 89200.P v JOB NAME : 3413-D POLYGON NW - C3 ., �I,L.--' Scale: 0.1604 A/I V 1.SuydWARNINOb: O. hRAeNOTsb, unlessotherwisearamete '� % OREGON 14,/ Truss: C3 and sbeforconbadoron co be advised or all General Notes Thisldesigngois based oprycupon y theparameterspar shown and Isopen individual jM *s�'' and Weminga before construction commences building component.Applicability of design parameters and proper y 2.2a4 compression webbradngmust be Installed where shown Y. Incorporation of component is the responsibtl ly of Me building designer. (� fA� �� 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top end bosom chards to be laterally bated at �n �.+ r VV Is the responsibility of the erector.Additional permanent bracing or 2 o.c.and x110 o.c.roapectrvety unless braced throughout their length by V �w+ 14 11/30/2015 the overall structure is the responsibidly of the building designer. 20 Impacts sheathing lateb acwootl required et where s ownand/0 tlrywall(BC). .4"1 "R Y/`fi..(] VA- DATE: 3.2s bridging truss or lateral bracing whero mown.. `7 SEQ.: Ni5 613 0 6 4.No bad should be applied to any component until eller all bracing and 4.Installation of truss is the responsibility or the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design Wads be applied to any componentend are for try condition.of use. 5.CompuTrus has no control over and assumes no responsibility kr the 6.Design assumes hill bearing at elf supports shone.Shin or wedge it EXPIRES: 121311201.5 sponsi Y sorry. fabrication,handling,shipment and installation or components. 7.Design assumes adequate drainage is provided. November 30,201 5 6.This design is furnished subject to the limitations set forth by 8.!hetes shall be located on both faces of truss,and placed so their center TP WVECA In BCSI,copies of which will be fumished upon request. lines coincide with joint center lines. a.Digits Indlute size of plate in inches. MiTek USA,Ina./CompuTrus Software 7.6.6(1 L)-E 10.For basic connectorlate design values see ESR-1311,ESR-1988 g 1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 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=(-209) 1516 10- 3=( 0) 294 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2- 3=(-1962) 915 10-11=(-210) 1514 3-11=(-476) 245 WEBS: 2x9 KDDF STAND 3- 4=(-1502) 458 11-12=(-140) 1146 11- 4=(-152) 556 LOADING 4- 5=(-1089) 434 12-13=(-240) 1442 11- 5=(-187) 100 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-1084) 439 13- 8=(-239) 1449 5-12=(-187) 100 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1502) 458 6-12=(-152) 556 TOTAL LOAD = 42.0 PSF 7- 8=(-1962) 415 12- 7=(-476) 245 8- 9=( 0) 68 7-13=1 0) 294 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 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" -250/ 1542V -273/ 273H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -250/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.064" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.130" @ 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 = 0.035" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.058" @ 33'- 6.5" 13-11-11 6-00-10 13-11-11 T ' 4' 4' Design conforms to main windforce-resisting 7-02-12 6-08-15 3-00-05 3-00-05 6-08-15 7-02-12 system and components and cladding criteria. T '' T T T T T _ 9 _4DL_ ASCE 7-10, 12 M-4x6 M-4x6 12 Wind: (All Heights), Enclosed, Cat.2Exp.B, MWFRS(Dir), 9.00 177 4 M-3x4 N9.00 load duration factor=l.6, y 5 Truss designed for wind loads in the plane of the truss only. 14 -3x4 111111111111111111111':3X4 3 0 Alli AXAIL 0 r Io ,.M-3x5 M-11 5x3 10.25 " 0.25'2 M- 11 5x3 M-3x5+ 1 T�, p r OPr 00 M-5x8(S) M-5x8(S) ,,� ,i' Cs .... V7-01 6-06-15 6-08-03 6-06-15 7-01 ct . 'T 1 b b b l .c . 1-00 34-00 1-00 r89200PE JOB NAME : 3413-D POLYGON NW - C4 Scale: 0.1602 AM. � ? WARNINGS: GENERAL NOTES, unlessotherwisenoted: -7/ ,,f_OREGON T,' Cr i Builder end erection contractor should be advised of all General Note. I.This design A based only upon the parameters Clews and Is for en individual I1G`'' ✓J R 1 V s,- `1i,i Truss: C4 and Warnings before construction commences. bunding component.Applicability of design parameters and proper �ry V' 14w 2.204 compression web bracing must be mataled where dawn.. Incorporation of component is the responsibility of the building designer. /r/\ '7 Y .{v{, '�"' 3.Additional temporary bracing to Insure stability during construction 2.2e n.asd assumes the lop and bosom sherds to be laterally braced al {,./ / �� Is the responsibility of erector.Additional permanent bracing of 7 oo.end at 10'o.c.reapectNeN unless braced throughout their length by 416.R Aj,I/- b o continuous sheathing such as plywood sheathing(TC)andl drywell(BC). ",;" f-A 0- SEQ.: �,,. DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown♦« 1 S EQ.: K 15 613 0 7 4.No load should be applied to any component until after all bracing and 4.installation sof truss trusses the rrnsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Designt tobe used In a non-corrosive environment, TRANS ID' 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 6.Design assumes lull beefing at e8 supports shown.Shim or wedge if EXPIRES: y P I R C L+. 1 2/31/201 5 fabrication, Sorng,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,201 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 TPIIWICA in SCSI,wales of which will be famished upon request. lines coincide with joint center lines. 9.Digits Indicate she of plate in inches. MiTek USA,Ina./CompuTras Software 7.6.6(1L)-E 10.For basic connector plate design values see E5R-7311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 IC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #19BTR 1- 2=( 0) 68 2-12=(-313) 1521 12- 3=1 0) 294 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2- 3=(-1962) 527 12-13=(-319) 1520 3-13=(-975) 232 3- 4=(-1502) 569 13-14=(-183) 1149 13- 9=(-181) 567 LOADING 4- 5=( 0) 0 14-15=(-334) 1442 13- 6=(-198) 125 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1084) 516 15-10=(-333) 1444 6-14=1-198) 125. BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 8=(-1089) 516 8-19=(-181) 566 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 14- 9=(-976) 232 NOTE: 2x4 BRACING AT 29"0C UON. FOR 8- 9=(-1502) 569 9-15=( 0) 294 ALL FLAT TOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground Snow (Pg) 9-10=(-1962) 527 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 10-11=( 0) 68 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" -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 = -0.064" @ 17'- 0.0" Allowed - 1.654" MAX TL CREEP DEFL = -0.130" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = D.100" 15-11-11 2-00-10 15-11-11 MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 7-02-12 6-06-15 2-OP-GID-08 03-02 6-06-15 7-02-12 T MAX HORIZ. LL DEFL = 0.035" 0 33'- 6.5" '( l' f ,0 ,r f f f MAX HORIZ. TL DEFL = 0.058" @ 33'- 6.5" 14-00 14-00 T T 5 7 T 12 T Design conforms to main windforce-resisting M-9x6 M-9x6 12 system and components and cladding criteria. 9.00 V 4 M-3x4 - N 9.00 y�. 6 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, ads M-5x8(5) M-5x8(5) inuthe ss dplane eoffthe or wtruss ind oonly. .25" 0.25" 3, p C 0•041LN o 0 1 12 iiai `w'w c 13 15 1 o -3x5 M-1.5x3 0.25" 0.25'4 M-1.5x3 M-3x5 �, o 1-y5 D PR Op,V M-5x8(S) M-5x8(S) o 4 y y b l y y f?�� NF 7-01 6-06-15 6-08-03 6-06-15 7-01 1-00 34-00 1-00 =9200PE v JOB NAME : 3413-D POLYGON NW - C5 Scale: 0.1602 SIOR WARNINGS: GENERAL NOTES, unless otherwise noted: * r}.. Truss' C5 1.Bolder and erection contractor should be advised of all General Notes This design is based only upon the parameters shown and is for an Individual 7 „t_ OREGON ^/,/ and Warnings before construction commences Wilding component.Applicability of design parameters and proper ,/�, 4,i V i V I. L"(( 2.2x4 compression web bracing must be Installed where shown�. incorporation of component Is the responsibility of the building designer. r''',0 t7`' � �V.v�`�v 3.Additional temporary bracing tonsure stability during construction 2 Design assumes the lop end bottom chords to be laterally braced at ^ -7 l -!i{, Is the responsibility of the erector.Additional permanent bracing of 2^.c.and at 10 o.c.rcspectNeN unless braced throughout their length by v /Y DATE: 11/30/2015 the overall structure Is the responsibility of the building dewgner. Impact sheathing or latch as agotl shee where shown v drywell(BC). �`I�� 9.No load should be applied to an 3.2a Impact bridging or lateral bracing required where Mown H SEQ.: K1561306 pP y component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greeter then 5.Design assumes trusses aro to be used In a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. end are for"dry condition"of use. 5.CompuTrus hes no control over and assumes no responsibility ler the 8.Decesso assumes full bearing et all supports shown.Shim or wedge g EXPIRES: C y /aj-1 Je�(�1 fabrication,handling,shipment and installation of components. necessary. LrL � 1 27 J 1/LL1 1 6.This design is furnished subject to the limitations set forth by T.Designlshallbassumelcedonbothuate fcelo truss,an ided. November 30,2015 8.Plates shell be located on both faces of truss,and placed so their center TPIANfCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 9.Digits indicate size of plate In inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-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=(-215) 1640 3-10=(-246) 204 SPACED 24.0" O.C. 2- 3=(-1946) 412 10-11=(-153) 1374 10- 4=( -60) 472 BC: 2x4 KDDF ST6NDR 3- 4=(-1748) 460 11-12=(-153) 1254 4-11=(-615) 289 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-1271) 455 12- 8=(-229) 1432 11- 5=(-368) 1139 TC LATERAL SUPPORT 1= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1271) 455 11- 6=(-615) 289 BC LATERAL SUPPORT 1= 12"01. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1748) 460 6-12=1 -60) 473 TOTAL LOAD = 42.0 PSF 7- 6=(-1946) 412 12- 7=(-246) 204 8- 9=( 0) 68 OVERHANGS: 12.0" 12.0" 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" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" 17-00 17-00 , MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 5-10-14 5-06-09 5-06-09 5-06-09 5-06-09 5-10-14 MAX HORIZ. LL DEFL = 0.038" @ 33'- 6.5" 1' 4' 4' ,r 1' 1 '1 MAX HORIZ. TL DEFL = 0.060" @ 33'- 6.5" 12 12 54-4x6 9.00 177 9.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 5 '6( Wind: 140 mph, h=25.6ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6(S) M-5x6(S) load duration factor=l.6, Truss designed for wind loads in the plane of the truss only- 0.25" i 0.25" 4 O �4. +O M-1.5x3 M.-1.5x3 3 T 0 O I !... o.:014,,.., 12 o Oi 1 -3x5 M-3x4 .25" M-3x4 M-3x5 w o o `9Q rQFC �4 { y b b y 01 ! 8-08-03 8-03-13 8-03-13 8-08-03 CCS 9 l.• y 34-00 1-00 '� 89200PE c 1-000 JOB NAME : 3413-D POLYGON NW - C6 ' Scale: 0.1602 ..4y � WARNINGS: GENERAL NOTES, unless otherwise noted. OREGON yr(1 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 /_ v G•v. tx t . Truss: C6 end Warnings before construction commences. building component Applicability of design parameters and proper �4.. �g`' + �Y Al ", 2 2114 compression web bracing must be installed where shown 4. incorporation of component Ia the responsibility of the bulking designer. 'i r 1111 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bosom chords to be laterally braced at 2'o.c.and at 10'o.0.respectNety unless braced throughout their length by ��'�� is the reaponsibtNry of the erector.Additional permanent bracing of continuous sheathing such ea plywood sheathing(TC)endlor drywell(BC). DATE: 11/30/2015 the overall structure is the responeibiby of the building designer. 3.2s Impact bridging or lateral bracing required where shown 44 SE K 15 4.No bad should be applied to any component until after all bracing end 4.Installation of truss la the responsibility of the respective contractor. Q• 613 0 9 fasteners are complete end at no time should any bads greater than 5.Design assumes busses are to be used In a non-corrosive environment, design loads be applied to am component. and ere for"dry conabion•of use. TRANS ID: LINK6.Design essumesfull bee ring atall wppodsshown.Shim orwedge B EXPIRES: 12/31/2015 s.Comparms has no control over and assumes no rasponaiminy for the necessary. p fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. NOVGITII. 30,2015 6.This design is famished subject to the limitations set fodh by B.Plates shell be located on both feces of truss,end placed so Heir center TPIIWTCA In SCSI,copies of which Mite furnished upon request B.lines soinciddjoint center lines. indicate cid in Inches. MiTek USA,Ina./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see EBR-1311,ESR-1688(Mak) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 0.0" IRC 2012 MAX MEMBER FORCES 9WR/DDE/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-12=(-389) 1516 3-12=(-210) 186 BC: 2x9 KDDF #10BTR SPACED 24.0" O.C. 2- 3=(-1992) 606 12-13=(-907) 1700 12- 9=(-137) 669 WEBS: 2x9 KDDF STAND 3- 4=(-1720) 593 13-19=(-407) 1700 12- 6=(-611) 212 LOADING 4- 5=) 0) 0 14-10=(-418) 1432 13- 6=( 0) 393 TC LATERAL SUPPORT <= 12"00. 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 4- 6=(-1302) 529 6-14=(-605) 197 6- 8=(-1312) 528 8-19=(-125) 665 TOTAL LOAD = 92.0 PSF 7- 8=( 0) 0 19- 9=(-209) 176 NOTE: 2x4 BRACING AT 29"0C UON. FOR 8- 9=(-1720) 609 ALL FLAT TOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground Snow (Pg) 9-10=(-1992) 615 10-11=( 0) 68 BOTTOM CHORD CHECKED FOR A 20 POP LIMITED STORAGE 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" -318/ 1592V -197/ 197H 5.50" 2.47 KDDF ( 625) 39'- 0.0" -325/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) !COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.079" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.159" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.040" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.065" @ 33'- 6.5" 11-11-11 9-02-10 12-09-11 5-01 4-08-11 2-02 5-00-05 4-02-05 3-00 4-08-11 5-01 Design conforms to main windforce-resisting T T T T T T f T f system and components and cladding criteria. 10-00 10-00 Wind: 190 mph, h=24ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, f f 7 f f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 5 load duration factor=l.6, M-9x6 12 9.00 End vertical(s) are exposed to wind, _ M-9x6 Q 9.00 Truss designed for wind loads v5x3 M-4 M 6x8 in the plane of the truss only. v : 1l 3 M-1.5x3 •x . . 0 w 12 / ww ,-, of M-3x8-3x5 M-3x8 0.25" l9 M-3x5 1 o ope y y 9-07-15 7-04-01 7-04-01 9-07-15 1-00 34-00 . r� [^�C' 1-00 t� 0f.'.L �t"a JOB NAME : 3413-D POLYGON NW - C7 Scale: 0.1602 , • "- • WARNINGS: GENERAL NOTES, unless otherwise noted. i� ! �„� Ct. Truss: C7 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 'gyp ,OREGON („ end warnings before construction commences. building componentApplicability of design parameters and proper J/�� 7V �q (&`4/ 2.2x4 compressin web bracing moat be Installed where shown s. Incerporallon of component la the responsibility of the building designer. "'< !}`` 2 'Ay t''"� 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bo8om chords is be laterally braced at "7 7 -!A' IS the responsibility of the erector.Additional permanent bracing of 2 c and a110 oc respectively unless braced throughout ihelr length by /Y DATE: 11/30/2015 in,overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). RR 4.No load should be applied to an 3.2x Impact bridging or lateral bracing required where Mown•+ IO- SEQ.: K1561310 PP any 4.Installation of truss is the responsibMtyofthe respective contractor. fasteners ere complete end et no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design bads be applied to any component end are for'dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design ceassumes full bearing at ell supports shown.Shim or wedge in EXPIRES: '�/ `R CC��'+v 2/3))��ll-{((rr'��0�l-1 fabrication,handling,shipment and installation of components. necessary. Gpill L�.7. 1GlJ1yGV i d. 8.This design is furnished subject to the limitations set forth by 7.Design s assumes adequate drainage Noe Is truss,and November 30,201 5 8.Plates ncil be located on both feces of truss,end placed so their center TPIMTCA In BC SI,copies of which will be furnished upon request. lines coincide with joint centerlines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTfus Software 7.6.7(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-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=1 0) 68 2-11=(-291) 1505 3-11=(-219) 211 SPACED 24.0" 0.0. 2- 3=(-1942) 492 11-12=(-274) 1698 11- 4=(-122) 659 BC: 2x4 KDDF ST&NDR 3- 4=(-1720) 474 12-13=(-274) 1698 11- 5=(-596) 183 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-1300) 440 13- 9=(-339) 1432 12- 5=( 0) 343 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 7=(-1301) 453 5-13=(-594) 162 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 7-13=(-106) 658 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-1720) 494 13- 8=(-218) 199 8- 9=(-1942) 510 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" -240/ 1542V -196/ 196H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -250/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.079" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.159" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.040" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.065" @ 33'- 6.5" 9-11-11 13-02-10 10-09-11 6-02-05 1-00 4-08-11 5-01 Design conforms to main windforce-resisting 5-01 4-10-11 7-00-05 1' T T T ,. system and components and cladding criteria. 10-00 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T 3' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 6 M-4x6 12 load duration factor=l.6, 12 M-3x8End vertical(s) are exposed to wind, .s -J9.00 Truss designed for wind loads 9.00 4 POI in the plane of the truss only. M M-1.5x3 -1.5x3 3 +. + . ...N. X 0 o , rl aroI.M �'d' 4• 11 12 ', 13 -9 0 0 1 1 M-3x5 M-3x8 0.25" M-3x8 M-3x5 1 M-5x6(5) �Wp PRUFS 9-07-15 7-04-01 7-04-01 9-07-15 J' k t']�y �yt-� 1-00 34-00 1-00 L 89200 E 1-- JOB NAME : 3413-D POLYGON NW - C8Scale: 0.1852 .aria_liliP/'0 �i/►4.. WARNINGS: GENERAL NOTES, unless otherwise notetl 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 en IndNldual �L./ ( Truss• C8 and warnings before construction commences. building component.Applicability of design parameters and proper ? \ Incorporation of component is the responsibility othe bbra designer. °'1 V 2.244 compression web bracing must be InstaNed where shown A 2.Design assumes the top and bottom chords to be laterallyllybraced at 1. 3.Additional temporary bracing to Insure stabilty during construction 2'c.c.and at 10'o.c.reapectNey unless braced throughout their length by [ 4is the responsibility of the erector.Additional permanent bracing of continuous sheathing rushes plywood sheathing(TC)and/or drywell(SC). L: ROft„•1+' DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2v Impact bridging or lateral bracing required where shown.. S0. K 15 4.No load should be applied to any component until after all bracing and 4.Instelhtion of truss is the responsibility of the nespectNe contractor. Q.. 61311 fasteners are complete end at no time should any roads greater then 5.Design assumes trusses are to be used In a non.00rmsive environment, design rosea be applied to any1. and ars for"dry condition"of use. TRANS ID' LINK g ppover 8.Design assumes full bearing at all supports shown.Shim or wedge it EXPIRES: 121311201�i 5.CompuTrus hes no control over and assumes no responsibility for the pepsin., fabrroation,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 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 TPIM'7CA in SCSI,copies of which wail be furnished upon request. B.linescoincide oincide ith joint oi platee Ones. In Ines MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-131 r,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=) 0) 68 2-14=(-316) 2274 3-14=( -88) 126 BC: 2x6 KDDF #16BTR SPACED 24.0" 0.C. 2- 3=(-3056) 514 14-15=(-282) 2304 14- 4=) -108) 46 WEBS: 2x4 KDDF STAND 3- 4=(-2942) 518 15-16=(-544) 3684 4-15=( -50) 266 LOADING 4- 5=(-2790) 542 16-17=(-734) 4466 15- 5=( -224) 1254 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSP 5- 6=(-2318) 460 17-18=(-932) 5088 15- 6=(-1836) 396 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-4120) 814 18-12=(-954) 4966 6-16=( -146) 1030 TOTAL LOAD = 42.0 PSF 7- 9=(-4666) 1026 16- 7=( -724) 286 l•i 8- 9=) 0) 0 7-17=( -418) 766 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-5558) 1210 9-17=( -412) 2114 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 28'- 0.0" TO 34'- 0.0" V 10-11=(-6550) 1382 17-10=(-1488) 418 11-12=(-6616) 1366 10-18=( -544) 2320 ADDL: TC CONC LL+DL= 598.0 LBS @ 26'- 0.0" 12-13=( 0) 68 18-11=( -68) 372 OVERHANGS: 12.0" 12.0" @@ADDL: BC CONC LL+DL= 3025.0 LBS @ 27'- 6.0" 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) M-3x4 where shown; Jts:2,4,6-7,10,14 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -393/ 2254V -157/ 157H 5.50" 3.61 KDDF ( 625) 34'- 0.0" -990/ 4753V 0/ OH 5.50" 7.60 KDDF ( 625) ,' ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN n9"l s ing 1e r c 9" oc in 1 row(s) throughout 2x9 top chords, 9" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 @@ HANGER BY OTHERS TO APPLY CONC. MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" LOAD(S)EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.064" 0 20'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.203" 0 20'- 0.8" 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 = -0.021" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.052" @ 33'- 6.5" 7-11-11 17-02-10 8-09-11 3-04-14 3-01-061-05-07 5-11-09 6-01-09 5-01-09 1-8903-073-01-06 3-09-19 Design conforms to main windforce-resisting T T .f . . f .( j' ,( ,( f system and components and cladding criteria. 8-00 Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-4x6 8 1598# 1' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-9x6 12 load duration factor=l.6, 4 6 End vertical(s) are exposed to wind, 9.00 6 7 N9.00 Truss designed for wind loads y s in the plane of the truss only. V 0 III M-1.5x3M-1.5x3 3 o o m resc MM I ��/// a.tera 1 14 15 1 17 1B -'`3 I M-3x8 0•25n M-3x8 M- 8 T'• � t M-7x8(0) M-7x8 o rl9 cj) PR Opt, y y y - ty y y Nc,`L �C1NE �" y y 6-02-12 1-05-03 9-09-01 9-09-01 1-OS-03 6-02-12 - 15)1-00 34-00 1-00 8 92 0P JOB NAME : 3413-D POLYGON NW - C9 Scale: 0.1834 �� ++!�� fi • /')... WARNINGS: GENERAL NOTES, unless otherwise noted OREGON ",.., Truss: C 9 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual t� and Waminge before construction commences building component.Appl'wablley of design parameters and proper '� Ps, As 2.2s4 compression web bracing must be Installed where shown.. incorporation of component Is the responsibility of the building designer. +� { 0 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al !4 IS the rcsponelblpy of the erector.Additional permanent bracing of 7 o.c.and at 10'0 .respectively unless braced throughout their length by jJ,. continuous sheathing such as pywooe sheathing(TC)end/or drywall(BC). •Y/ +.`fi(l(7'I1v DATE: 11/30/2015 the overall structure Is the responsibiresponsibilityof the building designer. 3.25 Impact bridging or lateral bracing required where shown.. SEQ.: Ki5 61312 4.No bed should be applied to any component until after ag bracing and 4.Installation of truss Is the responsibility of the respective contractor. „ fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment; TRANS ID: LINK design bads be applied to any component. and are ry condition'of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes NII bearing et all supports shown.Shim or wedge If EXPIRES. 12/31/2015 necessary. fabrication,handling, C shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 6.This design Is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of trues,and placed so their center TPI/WTCA In SCSI,copies of which will be furnished upon request, line coincide with joint centerlines. 9.Digits indicate size of plate In Inches. MITek USA,Inc./CompuTrse Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #168TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(-97) 110 6-5=( 0) 18 BC: 2x4 KDDF #16BTR 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=(-16B) 76 LOADING TC LATERAL SUPPORT <= 12"OC. NON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. NON. DL ON BOTTOM CHORD = 10.0 PIF BEARING MAX VERT MAX HORZ BOG 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/ 11BH 5.50" 0.59 KDDF ( 625) LL = 25 POP Ground Snow (Pg) 3'- 10.9" -153/ 105V 0/ OH 1.50" 0.17 KDDF ( 625) o 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. TOPICOND. 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" MAX HORIZ. LL DEFL = 0.007" @ 7'- 3.0" 12 MAX HORIZ. TL DEFL = 0.011" @ 7'- 3.0" 9.00 7 4 -/ Design conforms to main windfoxce-resisting wI 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),7,ti load duration factor=1.6, I End vertical(s) are exposed to wind, o Truss designed fox wind loads 1 in the plane of the truss only. N ,-. /- •001111 IIMPIIMII M-1.5x4 m o o ► 116.3x4 1 M-3x4 M-3x5 b ), l b 2-03-12 4-11-04 0-09 y 1-00 y 2-05-08 y 8-00 5-06-08 y 4,<C, � 9* 'p�PROp 0. 1, (PROVIDE FULL BEARING;Jts:2,4,7 ,cj�. / `yI,*n' - f,/'3 47 '� 89200P G 1- -�!" -/i, - JOB NAME : 3413-D POLYGON NW - CJ2 Scale: 0.5126 f ;:r WARNINGS: GENERAL NOTES, unless otherwise noted. �/ ,�. OREON yA+ ,/``( � 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 Indkldual i�'��4[i (c\ Truss: CJ2 and Warnings before construction commences. budding component.Applicability of design parameters and proper 2.204 compression web bracing nasi be Installed where shown+. Incorporation of component is the responsibility of the building designer. f\ X`- 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced et � R RIO- 2' la Me responsibility of the erector.Atltllllanal 1 bracing of 2'o.c.end at 1a'o.c,respectively unless braced throughout their length by pons permanent continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). DATE: 11/30/2015 the overell structure Is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown++ SEQ.: '15 61313 4.No load should be applied to any component until after WIbracing and 4.Installation of truss is the responsibility of the respective contractor. } r] fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, and ars for"dry condition"of use. EXPIRES: 1 G/J 1 rO i design Tootle be applied to any component. 5 TRANS ID: LINK 5.CompuTruahas nocontrol over and assumes noresponsibility for the 8.Design aasumasfullbearingalapsupponashown.Shimor wedge If November 30,2015 fabrication,handling,shipment and Installation of components. ry 7.Plates assumes adequate drainage to tresis,an 6.This design b furnished subject to the Ilmftetbna set forth by 6.Plates Map be bated on both latae of trues,and placed so their center TPIANTCA In&CSI,copies of which 0811 be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Ino./COfnpaTrus Software 7.6.7(1 L)-Z 10.For bask connector plate design values see ESR-1311,ENR-1968(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DOF/Cq=1.00 TC: 2x9 KDDF #ld BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(-120) 199 6-5=( 0) 18 BC: 2x9 KDDF #ls BTR SPACED 29.0" O.C. 2-3=(-308) 45 5-7=(-189) 300 5-3=( 0) 68 WEBS: 209 KDDF STAND 3-9=( -73) 63 3-7=(-310) 190 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. 00N. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -32/ 926V -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 1OPSF LIVE LOAD. TOP GOND. 2: Designchecked for net(-5 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (- psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5-11-11 MAX LL DEFL = 0.015" @ 2'- 9.4" Allowed = 0.270" T f MAX TL CREEP DEFL = -0.023" @ 2'- 3.8" Allowed = 0.359" MAX LL DEFL = 0.000" @ 7'- 3.0" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 7'- 3.0" Allowed = 0.105" 12 I' MAX HORIZ. LL DEFL = -0.016" @ 7'- 3.0" 9.00 (� MAX HORIZ. TL DEFL = 0.019" @ 7'- 3.0" 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, I (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), M-4x6 co load duration factor=l.6, 1 End vertical(s) are exposed to wind, 3 co Truss designed for wind loads in the plane of the truss only. 111111111111111111111111111111111111111111111.1111.....- u.L. 111 w o v 1 PAIMIIMMEMIN M-1.5x9 o 146.3x4 M-3x4 M-3x5 k y l l 2-03-12 4-11-04 0-09 y 1-00 y 2-05-08 y 8-00 5-06-0B y \� 0 r(,Open 'PROVIDE FULL BEARING;Jts:2,4,7 !� �� ^ � 4V r V 47' 10 ti._.. 8‘'9C12 f ( JOB NAME : 3413-D POLYGON NW - CJ3 -11111i "" / , ir . Scale: 0.4686 • ('gyp �y„ WARNINGS: GENERAL NOTES, unless otherwise noted: �/ 4,OREGON A 'i�'•n Truss: CJ3 1.Builder and erection contractor should be advised of all General Notes This design Is based only upon the parameters shown and is for an individual 1." t and Warnings before construction commences building component.Applicability of design parameters and pmper rQ " y 7 4 t ta'� -'�` 2.2.1 compression web bracing must be Installed where shown+ Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �"A'-, la the responsibility of the erector.Additional permanent bracing of 2'o.c,end at 10'o.c.rsush a ply anises braced throughout their length by '41yt"/.e( ��,,,, DATE: 11/30/2015 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). e 1 tl 3.2o Impact bridging or lateral bracing required where shown•• SEQ.: K1561319 4.No teed should be applied to any component 4.Installation of truss Is the responeibBlyofthe respective contractor. fasteners are complete end at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design leads be applied to any component. and are for"dry condition"of use. EXPIRES. 12/31/2015 5.CompuTrus has no control over and assumes no responsibility for the 8 necessary.Design assumes full bearing et all supports shown.Shim or wedge if EXPIRES:ff11 sJ G JJ GL! fabrication,hentlling,shipment and installation of components. November 30,2015 6.This design is furnished subject to the tiegetbns set forth by 7.Design assumes adequate drainage is provided. e.Metes shall be located on both faces of truss,and placed so their center TPIIWfCA In SCSI,copies of which will be furnished upon request. Ones coincide with joint center linea. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-Z 9.Digits Indicate size Opiate in Inches. 1I.For basic connector plate design values see ESR.13f 1,ESR-1980(MiTek) • This design prepared from computer input by JP LUMBER 4PECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16 BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(-230) 310 6-5=( 0) 18 SPACED 24.0" O.C. 2-3=(-412) 91 5-7=(-350) 468 5-3=( 0) 69 BC: 2x4 KDDF STAND; 3-4=(-122) 92 3-7=(-482) 361 WEBS: 2x4 KDDF STAND; 2x9 KDDF STUD A LOADIOG 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 "00 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 = 0.027" @ 2'- 4.4" Allowed = 0.354" 7-11-11 MAX TL CREEP DEFL = -0.034" @ 2'- 3.6" Allowed = 0.472" f MAX HORIZ. LL DEFL = -0.028" @ 7'- 3.0" MAX HORIZ. TL DEFL = 0.030" @ 7'- 3.0" Design conforms to main windforce-resisting system and components and cladding criteria. 9.00 2 1 � Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Sir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads -i in the plane of the truss only. co0 M-4x6 3 AIN .. II I 104111104111o M-1.5x4 1 Md3x4 0 0 M-3x4 M-3x5 y y y 0p P A Opo„ 2-03-12 4-11-04 0-09 � y y y y ,~, � Gt ,°,5> 1-002-05-08 8-00 5-06-08 �j /y(} 'PROVIDE FULL BEARING;Jts:2,7,9 '4 8920 0 P E POLYGON NW - CJ4 '"- JOB NAME : 3413-D Scale: 0.3929 i Cr �G �i OREGON A'ftp WARNINGS - O. hRAe HDTsb, uny upon the parameters /Q '9 Y 7 4, ' . t.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual Truss: C J4 and Warnings before construction commences. building component Applicability of design parameters and properh 2.204 compression web bracing must be metaled where shown*. incorporation of component Is the responsibility of the building designer. {s,/� +a 2.Design assumes the top and bottom chords to be laterally braced at `f°[7 1.VA- Is 3.Additional temporary bracing to insure ataddy during construction 2'o.c.end al 10'o.c.respectively unless braced throughout their length by I R R s the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood sheathing(TC)and/or drywell(BC). DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown e SE K15 61315 4.No bad should be applied to any component until after ell bracing end 4.Installation of truss Is the responsibility of the respective contreaor. Q.: fasteners ere complete and at no tee should any bads greeter than 5.Design assumes trusses are to be used In a non-corrosive environment. EXPIRES: 12/3112015 deelgn loads be applied to any component. end are for"dry full bearing of use. TRANS ID: LINK 8.DesgnaseumesNllbeadngelsAsupponsshown.Shim orwedge il November 30,2015 5.Compuirus has no control over and assumes no responsibility for the cessery. fabrbetlon,handling,shipment end installation of components. 7.Design assumes adequate drainage Is provided. 8.This design k furnished subject to the limitation set fort by 8.Plates shell be located on both faces of truss,and placed so their center TPIhVZCA In SCSI,copies of which will be lumished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MITek USA,Ino./CompuTtus Software 7.6.7(1 L)-Z t0.For basic connector plate design values see ESR-1317,ESR-1588(MITek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IHC 2012 MAX MEMBER FORCES 9WA/DDF/Cq=1.00 TC: 2x4 KDDF #16 BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-7=(-185) 270 7-6=( 0) 18 BC: 2x4 KDDF #15BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2-3=(-365) 71 6-8=(-283) 408 6-3=( 0) 69 3-4=(-212) 177 3-8=(-421) 292 LOADING 4-5=( -86) 3B TC LATERAL SUPPORT <= 12"0C. 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/ 1630 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. ICOND. 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" 9 -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" -1 MAX LL DEFL = 0.021" @ 2'- 4.4" Allowed = 0.354" MAX TL CREEP DEFL = -0.029" @ 2'- 3.8" Allowed = 0.472" It MAX HORIZ. LL DEFL = -0.023" @ 7'- 3.0" MAX HORIZ. TL DEFL = 0.026" @ 7'- 3.0" 4 12 ° 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, End vertical(s) are exposed to wind, oTruss designed for wind loads in the plane of the truss only. M-4x6 3 �O ANI o I M_-• r- M-1.5x4 M23x4, 0 1 M-3x4 M-3x5 b y y y 2-03-12 4-11-04 0-09 y y y y D P 1304- S 1-00 y 2-05-08 7-06-03 � � , ,� /0 b bco 8-00 1-11-11 .y (PROVIDE FULL BEARING;Jts:2,8,4,5 ,( 892VOP • l� • JOB NAME : 3413-D POLYGON NW - CJ5 V Scale: 0.3317 C +�/''� -4!'-'... � •• WARNINGS: GENERAL NOTES, unless otherwise noted, p 0' ON A , Truss: CJ5 Builder and erection contractor should be advised of all General Notes This designle based only upon the perimeters shown and la or an individual {f 2,�A,.V�4 and Warnings before construction commences building component.Apert Is '' ' responsibility of the building designer. �✓ / 3.Additional temporary bracing to Insure Na biNy during no mrsn 2.Design assumes the lop and bottom chords to be laterally braced at �^.r.s N the responsibility or the erector.Additional permanent bracing of 2'o.c.and et 10'o.c.respectively cc plywoodly unless braced throughout their length by y.� ` �, DATE: 11/30/2015 the overall structure is the responsibility continuous sheathing such as shoe eurreTC)and/or drywall BC. r. w• spona ty of the building designer. 3.20 Impact bridging Sr lateral bracing required where shown.+ ( ) SEQ. : K1561316 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and al no time should any bads greater than 5.Design assumes busses are to be used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for dry condition"of use. EXPIRES: 12/31/2015 5.CompuTrus has no control over and assumes no responsibility for the 8 nDe ecn assumes lull bearing et all supports shown.Shim or wedge Ifsary. November 30,2015 fabrication,handling,shipment and installation of components. 6.This design is furnished subject to the limitations set forth by 7.Design assumes adequate drainage Is provMed. E.Plates shall be located on both faces of truss,and placed so their center TP9WfCA In SCSI,copies of winch will be furnished upon request. lines coincide wtth joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-Z 9.Digits Indicate size of plate In Inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS • TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Ccy=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 68 2-7=(-167) 274 7-6=( 0) 18 BC: 2x4 KDDF #1&8TR SPACED 24.0" O.C. 2-3=(-361) 68 6-8=(-256) 413 6-3=( 0) 69 3-4=1-284) 295 3-8=(-426) 263 WEBS: 2x9 KDDF STAND LOADING 4-5=(-102) 49 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 TOTAL LOAD = 42.0 PIF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -36/ 447V -112/ 316H 5.50" 0.72 KDDF ( 625) 7'- 3.0" -9/ 162V 0/ OH 5.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.2" -235/ 375V 0/ OH 1.50" 0.48 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11'- 11.7" -56/ 89V 0/ OH 1.50" 0.14 KDDF ( 625) 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 11_11_11 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 = -0.020" @ 2'- 4.4" Allowed = 0.354" MAX TL CREEP DEFL = -0.029" @ 2'- 3.8" Allowed = 0.472" I0 MAX HORIZ. LL DEFL = 0.022" @ 7'- 3.0" MAX HORIZ. TL DEFL = 0.027" @ 7'- 3.0" Design conforms to main windforce-resisting system and components and cladding criteria. 12 q Wind: 190 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Din), �� load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed fox wind loads in the plane of the truss only. 0 M-4x6 3 �O O ),_ A1 = d7,, �= o M-1.5x4 o 1 M-3x4 M-73x4 to M-3x5 y y y ��S),„O PROFS• 2-03-12 4-11-04 0-09 y1-00 y 2-05-08 y 9-06-03 y b �r\ p7'�210:[r ''CC' 'o 8-00 3-11-11 87 . !" L - C". IP ROVIDE FULL BEARING;Jts:2,8,4,5 JOB NAME : 3413-D POLYGON NW - CJ6 .orire -y. Scale: 0.2919 OREGON 1�+... WARNINGS: GENERAL NOTES, unless otherwise noted �4�Q,,� ' � y5 y , i.Builder and erection contractor should be advised of all General Notes I.This design Is based only upon the pommies shown and Is for an Individual it +ii•• Truss: CJ6 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 sresponsibility of the building designer. '�•} 2.Design assumes the top and bottom chords to be laterally braced al R R 1 1 �„ 3.Additional temporary bracing to Insure stability during construction T o.c.and at 10'o.c.respectively unless braced throughout their length by 1 1.� Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(IC)and/or drywali(BC). - DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown• SEK 15 61317 4.No bad should be applied to any component until alter all bracing end 4.Installation of truss is the responsibility of the respective contractor. �/ 4 : fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are b be used Inc noncorrosive environment, EXP'R E S. 12/31/201 end are for"dry condition.of use. 5 TRANS ID: LINK design beds beapplied toany component. 6.Design essumesfull bearing atall supports shown.Shim orwedge if November 30,2015 5.CompuTrus has no control over and assumes no responsibility for the November fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the Ilmfations set forth by 6.Plates shall be located on both faces of truss,end placed so their center TPIAMCA In SCSI,copies of which 0111 be furnished upon request g piens indicate coincide with joint center lines. sae of plate in inches. MiTek USA,InEJCOIrlpuTrus Software 7.6.7(1 L)Z 10.For basin connector plate design values see ESR-1311,ESR-1986(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 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 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 = 0.003" @ 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 T T 12 Design conforms to main windforce-resisting system and components and cladding criteria. 9.00 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, Truss designed for wind loads 3 -/ in the plane of the truss only. ti o rn T A- p y4 -/ M-3x4 • y 1 y 1-00 !PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 � n PROF c-,, ��C,,lNE4yc Vic, 89200PE r" • JOB NAME : 3413-D POLYGON NW - J1 /I;! Scale: 0.5751 WIMP wagprr WARNINGS: GENERAL NOTES, unless otherwise noted: Truss: J l 1.Builder end erection contractor should be advised stall General Notes 1.This design is based only upon the parameters shown and is for an individual OREGON zC/ and Warnings before construction commences bulldog component.Applicability d design parameters and proper 4.,, 4 Ntx 2.254 compression web bracing must be installed where shown incorporation of component k the responsibility of the building designer. �n " l ' �..a... 3.Additional temporary bracing to Insure stability during construction 2.Design assumes Me fop end bottom unless braceda to be laterally braced et �.a'' ( 2-° Is the responsibility f the erector.Additional 7 o.c.and at 10'o.c.respectively unless throughout their length by p ry o permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). R R IO- DATE: 11/30/2015 the overall structure la the responsibility of the building designer. 3.25 Impact bridging tel bracing 4.No load should be�applied to anypa ging or gty of the whereNeco+a SEQ. : K1561320 Ppldompanenttinelanermlbradngand 4.InslalletlonoltrussletheresponelblklyoflherespectNecenirectar. fasteners are complete and at no time should any beds greater than S.Design assumes busses are to be used In a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition"cl use. 5.CompuTrus has no control over and assumes no responsibility forth. B.Design assumes foil bearing el aft supporta Mown.Shim or wedge if EXPIRES: 12/31/2015 necesfabrication,handling,Shipment and installation of components. 7.Design ssumes adequate drainage is probed. November 30,2015 B.This design Is furnished subject to the limitations set forth by B.Plates shell be boated on both faces of truss,and placed so their center TPI/TCA in SCSI,copies of which will be furnished upon request. lines coincide with joint centerlines. 9.Digits Indicate size of plate In Inches. MiTek USA,Ino./CumpuTrus Software 7.6.60 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1958(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-78) 80 TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"00. 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 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 = 0.178" 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=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. rh / Fla o - M-3x4 b b b 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 89200PE JOB NAME : 3413-D POLYGON NW - J2 , ,/ Scale: 0.5501IMO W 1.Builder g O. hRAeis NOTES, any upon otherwise noted: �� OREGON I.Builder entl erection contractor should be advised of all General Notes 1.This design k based only upon the parameters shown end le for en individual OREGON Dc Truss: J2 end Warnings before construction commences. building component.Applicability of design parameters end proper 2.2s4 compression web bracing must be Installed where shown 4. Incorporation of component k the responsibility of Me building designer. /0 .{ , (7 Q 3.Addalonel temporary bracing to Insure stability during construction 2. c en assumes the lop end bottom chords to be laterally braced at ! f+^ Is the responslblMry of the erector.Additional permanent bracing of 2'o c and el a so.respect plywood unless braced Throughout their length by DATE: 11/30/2015 the overall structure is the responsibility continuous sheathing each as pywvod air ething(TC)stiction drywall(BC). 4/ is y of the building designer. 3.2s Impact bridging or lateral bracing required where shown•• F SEQ. : K 15 613 21 4.No load should be applied to any component until after of bracing and 4.Installation of tru,russ the e are responsibility sibility o the nrescortoe a ntraaconrmenl, fasteners are complete and at no time should any loads greater than Design assumes assign baa.be applies to any component. and are for"dry condition of use. TRANS I D: LINK s.CompuTrus has no control over and assumes no responsibility b(the B.Desitin assumes full bearing at all supports shown.Shim or wedge 1( EXPIRES: 12/31/2015 necefabrication,handling, scary tsshipmenteod installationIlesf fsdh 7.Pasgnassumes bodadequate on both is truss,a. November 30,2015 8.This design is furnished subject to the Ilmiletbna set forth by 8.Plates shall be located on troth iotas of truss,and placed so their center TPI WICA in SCSI,copies of whkh will be furnished upon request. lines coincide with Joint center lines. 9.sigh Indicate size of plate in Inches. MiTek USA,Ino./CompuTrus Software 7.6.6(11)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-9=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-123) 107 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF CO- 0.0" -24/ 922V -55/ 1658 5.50" 0.68 KDDF ( 625) 5'- 10.9" -159/ 190V 0/ OH 1.50" 0.30 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 83V 0/ 011 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 "cc 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 = 0.194" @ 3'- 2.1" Allowed = 0.457" 1' 'I' MAX BC PANEL TL DEFL = -0.154" @ 4'- 1.9" 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: 190 mph, h=21.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads io in the plane of the truss only. 0 0 Cr o o GIs M-3x4 y b y 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 ��>� ,U ryOreR �t40I N, • "0 w Cr :9 2 0 0 P E t-- JOB NAME : 3413-D POLYGON NW - J3 ...,- Scale: 0.9979 WARN1.Builder OhRAeNOTsb, unless upon the ise parameters >� OREGON �" 1.bulkier entl erection contractor should be advised of all General Notes 1.This design Is based only upon the shown and is for an individual A Truss: J3 and Warnings before construction commences. building component Applicability of designparameters and V parameproper 2.2x4 compression web bracing must be installed where shown 4. incorporation of component Is the responsibility of the building designer. �/ ,rixtx. .5,y N . 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chortle to be throughout braced length © + i(1 •Iy lathe responsibility of the erector.Additional permanent bracing of 2'o.c.antl at 10'o.c.respectively unless braced their by q,, t DATE: 11/30/2015 0/2 015continuous sheathing or such as bracing shred ing(rC)and/or drywa8(SC). •r/ R FI I / the overall structure is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where Mown s i `7 SEQ.: K1561322 4.No bed should be applied to any component until alter all bracing and 4.Installation of trues is the responsibility of the respectne condector. fasteners are complete end M no Bee should any loads greeter than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D: LINK design bads be applied to any component. and are for condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at ell supports shown.Shim or wedge It EXPIRES: 12/31/2015 2/31/201 5 fabrication,handling,shipmentcomponents. necessary. t 1 edend Installation of tom 7.Design assumes adequate drainage Is provided. November 30,2015 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 TPIAMCA In SCSI,copies of which will be furnished upon request. linea coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.6 1 L-E 8.Digits Indicate she of plate in inches. P ( ) 10.For basic connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-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=) O) 68 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-170) 138 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PIE 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 = 0.629" l' MAX TC PANEL TL DEFL = -0.467" @ 4'- 6.0" Allowed = 0.935" 3 -' MAX HORIZ. LL DEFL = -0.002" @ 7'- 10.9" A MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 12 9.00 7 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, Truss designed for wind loads in the plane of the truss only. 0 v o1 0 f m, MililliMIMIIIIIIIIIIIIIIIIMI o M-3x4 y y y tick, .O P R Opts 1-00 8-00 (PROVIDE FULL BEARING;Jts:2,4,3 r'5�`'. l.\ 1��j�}.L11/Q.4 47�U Vf JOB NAME : 3413-D POLYGON NW - J4 � ry .' • Scale: 0.4357 [ ' WARNINGS: GENERAL NOTES, unless ntherwlae noted'. VP t✓F�Ela 47N ^` 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 / O 1� t Truss: J4 and Warnings before construction commences. building component Applicability of design parameters and proper 14= 2' y sV` (•s, 2.2x1 compression web bracing must be Installed where shown v. incorporation of component k the responsibility of the building designer. /n0 '•7 2p +r 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chorda to be laterally braced at V ,(.�n ��. Is Me responsibility of the erector.Additional permanent bracing of 2'o.c.and at 1G o.c,respectcey unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). �Fi R 1 1 -- DAT E: 11/30/2015 the overall structure Is Me responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ , a I-1 1 1+- 4.No Toad should be applied to any component until after al bracing and 4.Installation of truss is Me responsibility of the respective contractor. SEQ.: K 1 S 613 2 3 fasteners are complete and al 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 applied to any component. and et ssur mecondition"ri g use.supports wedge 5.CompuTrus has no control over and assumes no responsibility Br the 6.Deal NII bearing tellw ds shown.Shim or we if EXPIRES: 12j31/2015 awry. EXPIRES: G147 14V fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be baled on both feces of truss,and placed so their center TP WVrCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 8.Digits indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-13t1,ESR-t988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" TC: 2x9 KDDF #1&BTR IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 BC: 2x4 KDDF #l&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0 SPACED 24.0" O.C. 2-3=(-259) 236 TC LATERAL SUPPORT <- 12"OC. UON. LOADING 3-9=(-132) 54 BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 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 RIDE ( 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. ICOND. 2: Design checked for net(-5 psf) uplift at 29 "or spacing. 4 VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 0 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 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" 3 MAX HORIZ. LL DEFL = -0.009" @ 7'- 11.2" MAX HORIZ. TL DEFL - -0.009" @ 7'- 11.2" 12 , 9.00 ') 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, MWERS(Dir), load duration factor=l.6, Truss designed for wind loads of in the plane of the truss only. 0 44r •of o f �� 0 5�� -f M-3x9 y b 1-00 8-00 y 1-11-11 b 61 ,.; D Pf3QF PROVIDE FULL BEARING;Jts:2,5,3,9 '. � l(v,�GI /f;; .`�''j-y�/J/ V!I (�yV"�'} (^�pw- Vim" i 19200 E JOB NAME : 3413-D POLYGON NW - J5 Scale: 0.9026 -r __ � : WARNINGS: GENERAL NOTES, unless otherwise noted: TI'U55• J5 1.Bulmer 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._OREGON and Warnings before construction commences. building component.Applicability of design parametersand proper 4. " 5P 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. ,{� d�,'� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at • ` V is the responsibility of the erector.Additional �o.c.end at 1M o.c.respectively unless bread throughout their length by > DATE: 11/30/2015 permanent bracing of continuo.sheathing such as the overall structure is the responsibility of the building designer. 9 plywood aired here)own•drywall(BC). V 4.No load should beapplied M en 3.2s Impact bridging or lateral bracing required where shown+♦ ~ SEQ.: K1561329ycomponentuninafterallbracinga. 4.Installation oftruss lathe responsibility ofthe respective coniractor. fasteners are complete and at no time should any beds greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D: LINK design bads be applied to any componeel, and are for'dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8 nDecesse saumes Nil bearing al all supports shown.Shim or wedge if EXPIr}�ry j� fabrication,handling.shipment and installation of components. ry' L Pl RES: 1 LI J 1!2 V 1.5 8.This design is furnished subject to the limitations set forth by T.Designs asumeladed on drainage is provided. and 30,2015 8.Plates shall be located on both faces of tree, placed so their center TP WdfCA In SCSI,tropias of which will be furnished upon request. lines wincide with joint center lines. MiTek USA,Inc./CompuTNs Software 7.6.6(1 L)-E 9.Digits indicate sloe of plate In inches. 10.For basic connector plate design values see ESR-1371,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 01 3-4=(-121) 352 TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 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" -29/ 444V -112/ 316H 5.50" 0.71 KDDF ( 625) LL = 25 PSF 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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 4 -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 0 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" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 9.00 7 3 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=l.6, Truss designed for wind loads ko in the plane of the truss only. 0 c orn 0 ti ao A 5- I M-3x4 • F� tO PR 9p y y y y 1-00 8-00 3-11-11 ,tl ' '/- (PROVIDE FULL BEARING;Jts:2,5,3,4 04 w , C. 89200(...E r JOB NAME : 3413-D POLYGON NW J6Scale: 0.3548 r ,/�`0 -- WARNINGS: GENERAL NOTES, unless otherwise noted: V OREGON f'�("} I i t Balder and erection contractor should be advised of all General Notes / building design Bcomisonee Applicabilitypnthe of perimeters shesign own n and proper for an Individual l.`J' EGO w 4� �•`i/ Truss: J6 and Warnings before construction commences. Incorporation of component k the responsibility of the building designer. �1- �'1( i t h^ I'a 2.204 compression web bracing must be Installed where shown v. 2.Design assumes the lop and bottom chords to be laterally braced at ��/ /4 t. 3.Additional temporary bracing to Insure stability during conalruction 7 o.c.and at 10 o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(SC). L,R` „� DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.201mpact bridging or lateral bracing required where shown•• SD T' 613 2 5 4.No load should be applied to any component until eller elf bracing end 4.Installation of es trussess Is the are to bebuksed inty of he respectrm a non-corrosive environment. 4• estenere are complete and at no time should any loads greater than Design assumes design loads be applied to any component. and are for"dry condition"of use. TRANS D. LINKB.Demgnaeeamesfonneadngatalsupports shown.Shim orwedge if EXPIRES: 12/31/2015 s.compaTnae has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of trues.and placed no their center TPIMTCA in SCSI.copies of which will be furnished upon request. 9.(Dies coincide size joi plate in(noint canter ine. indicMiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 RIDE #16STR 1-2=( 0) 68 2-6=(0) 0 SPACED 29.0" O.C. 2-3=(-389) 369 TC LATERAL SUPPORT <= 12"0C. ION. 3-9=(-150) 96 LOADING 9-5=( -44) 39 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+oL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0'• TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -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 LOCATIONS) 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 I ICOND. 2: Design checked for net(-5 psf) uplift at 24 floc spacing. fi( 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 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" let 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 17 system and components and cladding criteria. 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), til load duration factor=1.6, e o Truss designed for wind loads o in the plane of the truss only. 0 c4tCAMIMIIMMIIMMI=11M1Mim= I 1 1 6 =� 0 M-3x4 ), > y ), ��g c O PRO.. S 1-00 8-00 5-11-11 rr,,�c�. �G1N�'&-� ..lbIPROVIDE FULL BEARING:Jts:2,6,3,4,5 • �'e✓ 8 �'y(`�9200P E Tc" JOB NAME : 3413-D POLYGON NW - J7 Scale: 0.3133 -.r _ Alp _ WARNINGS: GENERAL NOTES, unless otherwise noted C) CZ" Truss: J7 I.Builder and erection contractor should be advised of all General Notes 1.This design N based only upon the parameters shown end le force Individual -s77 4,OREGON 4,./ and Warnings before construction commences building component.Applicability of design parameters and proper !4. OREGON V. 1)'' `•"(/ 2.504 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. .Q{� (� Y� /�„e 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom a be lateral o braced at •r y A' �1 " `• Is the responslbiNly of the erector.Additional permanent bracing of 2'o.c.and at 1G o.c.respectively unless braced throughout their length by f V DATE: 11/30/2015 the overall struGure is the responalbiNly of the building designer. 2x Impact sheathing such as plywood aired In ere s own•tlrywell(BC). � �� 4.No load should beapplied ro an3.2k Impact bridging or lateral bracing required where shown e• SEQ.: K 15 613 2 6y component until after all bracing end d.Installation of truss Is the responabitily of the respective contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. Design 5.CompuTrue has no control over and assumes no responsibility forme 8 nnecessa assumes full bearing at ah supports shown.Shim or wedge if PI 12/31/2015 / /21 EX ry' fabrication,handling,shipment end Installation of components. 8.This design is furnished subject to the limitations set forth by T.Design Plates shad b assumesbadequate tondrainage is i provided. November 30,2015 B. be located e both faces of truss,and placed so their center TP WVTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTfGs Software 7.6.6(1 L)-E 9.Diggs indicate sae of plate in inches. 70.For basic connector plate design values see ESR-1311,ESR-t 086(Mask) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-454) 436 3-4=(-229) 172 TC LATERAL SUPPORT <= 12"00. 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 PSP 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) 6-09-14 9-01-13 !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 12 9.00 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 = 0.639" MAX TC PANEL TL DEFL = -0.275" @ 3'- 11.0" Allowed = 0.958" MAX HORIZ. LL DEFL = -0.009" @ 15'- 10.9" MAX HORIZ. TL DEFL = -0.009" @ 15'- 10.9" Design conforms to main windforce-resisting Wind: 140mph, h=25.2f t, TCDL=4.2,BCDL=6.0, ASMWFRS(DTruss designed for wind loads in the plane of the truss only. 0'7/ .". I M-3x5(5) o I P ti 0 4 1 - 6� (''gyp I0 M-3x4 l.QcRO f�RQ -t-h y Y l 7 11-11 y ,, co,-I 19�N�IN fes_' , 1-00 8-00 'PROVIDE FULL BEARING;Jts:2,6,3,4,5 :9200P JOB NAME : 3413-D POLYGON NW - J8 ��yy��' Scale: 0.2745 �(� • R� WARNINGS: GENERAL NOTES, unless otherwise noted. ' OREGON /aCC I Builder end erection contractor should be edvlced of all General Notes 1.This deeds a based only upon the parameters shown end is for an NORlduel /I ,/a a� t""led Truss: J8 and Warnings before construction commences. building component.Applicability of design parameters and proper Ii.- 1977`' � + �11\ 2.204 comlaeaala web bracing moat be Installed where shown+. Incorporation of component is the res ponslbilly of the building designer. "7 7 VV , - 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chorda to be laterally braced at by is the responsibility of the erector.Additional permanent bracing of c ntinc.and et ee hin.respectively ply wood s braced throughout r dryeir length). continuous sheathing such as plywood sheathing(TC)and/or tlrywell(eC). F?R1 Lk". DATE: 11/30/2015 the overall structure is the responeibilty of the building designer. 3.27,Impact bridging or Werel bracing required where shown•• SEQ.: K15 6132 7 4.No load should be applied to any component until alter at bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners ere complete and at no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment, design loads be applied to any component. end era for"dry condition"of use. TRANS ID: LINK 8.Design assumes full bearing at al supports shown.Shim or wedge If EXPIRES: 12/31/2015 8.CompuTrua has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 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 Meir center TPIIWFCA In BC SI,copies of which will be furnished upon request. linea coincide with Joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ino./CofnpoTrus Software 7.6.6(1L)-E 1o.For bask 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 1'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-15) 36 2-4=10) 0 BC: 2x4 KDDF #1613TR SPACED 24.0" 0.C. 2-3=(-27) 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 ERG 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" -73/ 248V 0/ 24H 1.50" 0.40 KDDF ( 625) 0'- 11.2" -15/ 28V 0/ OH 1.50" 0.04 KDDF ( 625) 12 LL = 25 PSF Ground Snow (Pg) 1'- 0.0" -34/ 20V 0/ OH 1.50" 0.03 KDDF ( 625) 4.00 " 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/160 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.026" MAX BC PANEL TL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.035" MAX HORIZ. LL DEFL = 0.000" @ 0'- 11.2" MAX HORIZ. TL DEFL = 0.000" @ 0'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 3 End vertical(s) are exposed to wind, Truss designed for wind loads N in the plane of the truss only. milliallaal o r0 o o M-3x5 0 r R Op y • 1-00 y 1-00 y ,A�C�J� ��INE C� �f . (PROVIDE FULL BEARING;Jts:2,3,4 I -ti.J' (]ry/�("'�p.09 "?c.' E JOB NAME : 3413-D POLYGON NW - EJ Scale: 1.1020 [�y (� rr[[�}((�� {� WARNINGS: GENERAL NOTES, unless otherwise noted: !/ �• EGO "•i/ Truss: E J 1.Builder and erection conbector should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual 6 r ,.1�`- 2,0 4 and Warnings before construction commences building component ApplicaNllty of design parameters and proper /' I Y 11, 2.2a4 compression web bracing must be Installed where shown t: incorporation of component Is the responsibility of the building designer. v /M 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be leterelly braced at j: R'�� Is the responsibility of the erector.Additional permanent bracing of 2'o.c.end et 10'o.c.respectively unless braced Throughout their length by !ti DATE: 11/30/2015 the overall structure is the responsibility continuous sheathing such l bs plywoodre aired wean s ownand/or tlrywall(BC). p ty of the building designer. 3.2o Impact bridging or lateral bracing required where shown*• SEQ.: K 15 613 2 8 4.No load should be applied to any component until ager all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. EXPIRES: 12/'1Ie1`,01 5.CompuTrus has no control over and assumes no responsibility tor the 6.Designeaeumesmllbeadngetatlsupportschown.Shimorwedgel! November 30,2015 fabrication,handling, necessary. shipment and installation of a m. 7.Design assumes adequate drainage Is provided. 6.This design b furnished subbct to the limitations settforth by 8.Plates shall be located on both faces of buss,and pieced so their center TPI/WTCA In BCS(,copies of which will be furnished upon request. lines coincide with joint center Ilnec. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc.ICompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 l-2=( 0) 68 2-4=(0) 0 BC: 2x9 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 PSE BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA DL ON BOTTOM CHORD = 10.0 PSE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 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 RIDE ( 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 "cc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.003" 9 -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 9 -1'- 0.0" Allowed = 0.133" 1-11-11 MAX BC PANEL LL DEFL - 0.001" 9 1'- 0.1" Allowed = 0.059" T MAX BC PANEL TL DEFL = -0.001" 9 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.000" 9 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" 8 1'- 10.9" 9.00 1167.34 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 3 -V (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), load duration factor=1.6, 11 Truss designed for wind loads in the plane of the truss only. I 0 ti m 0 o 1 M-3x4 J' b )' 1-00 2-00 'PROVIDE FULL BEARING;Jts:2,4,3 G9'00 PR OF4- r��°a ., 49 /gyp :9200PE t'" JOB NAME : 3413-D POLYGON NW - SJ1 Scale: 0.6696 r- 4111P . WARNINGS: GENERAL NOTES, unless otherwise noted »MOREGON(.a s,,, I.Builder and erection contractor should be advised of all General Notes I.This design Is based only upon e parameters shown end Is for an individual dual t 44/ Truss: SJ1 and warnings before construction commences. building component.Applicability of design parameters and proper il-.. A+1" ' 2.204 compression web bracing must be InstaNed where drown*. incorporation of component Is the responsibility of the building designer. �jt �' 4f7 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chorda to be laterally braced at .(�1 fr 2'o.c.and at o.c.respectively unkss braced throughout their length by is the responsibility of the erector.Additional permanent bracing of �/f ' continuous sheathing wo thing such as plywood sheathing(TC)and/or drywall(BC). 4/ L]F'R I I 1 DATE: 11/30/2015 the overall structure le the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ r 7 + S E K 15 613 2 9 4.No load should be applied to any component snot after ell bracing and 4.Installation of truss Is the responsibllly of the respective contractor. Q' fasteners are complete end at no time should any loads greater then 5.Design assumes trusses are to be used Inc noncorrosive environment, and TRANS ID: LINK design loads be applied to any component. s are orarvcondition"�f dteuw supports k 5.CampuTmahes nocontrol over and assumes noresponsibiliyfor the neceD esign assumes ga vpo age EXPIRES: 12/31/2015 ry L� fabrication,handling,shipment andation of components. 7.Design assumes adequate drainage is provided November 30,2015 8.This design is furnished subject to theheImitations set forth by 8.Plates shell be located on both feces of truss,and placed so their center TPINJTCA in BC51,copies of which will be furnished upon request. lines coincide with joint center lines. B.Diggs indicate sac of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-40) 36 1-3=(0) 0 BC: 2x4 KDDF #1&13TR SPACED 24.0" O.C. TO LATERAL SUPPORT <= 12"O0. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"00. 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 PSP 0'- 0.0" -13/ 98V -15/ 38H 5.50" 0.16 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" 0/ 29V 0/ OH 5.50" 0.04 KDDF ( 625) 1'- 11.7" -35/ 49V 0/ OH 1.50" 0.08 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1-11-11 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. T 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 TC PANEL LL DEFL = 0.002" @ 1'- 2.9" Allowed = 0.123" 12 MAX TC PANEL TL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.184" 9.00 177 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 2 -/ Truss designed for wind loads in the plane of the truss only. i 0 o .F mrili.. ..IMMIIM111/ o 1 3 -/ M-3x9 l 3' 2-00 (PROVIDE FULL BEARING;Sts:1,3,2 ,(`y"I ` 0 '�t +.�• 89200P E r- • JOB NAME : 3413-D POLYGON NW - SJ1X ---Scale: 0.7393 01 WARNINGS: G.This NOTES, any upotherwisemeparameters Oft I.�ON " Truss: SJ1X and er Warnings sbeor contractorshould commences. building of all General Notes buisingcompnbased l.oplyupon y opesignewnaM is lope individual ss,,� and Warnings before constmctbn commences. incorporation eompof co orient Applicability of design ilWparametersof and proper sn 2.2)(4 compression web bracing must be Installed where shown 0. llcorporatbn of component la the responsibllRy of the building designer. L { ^O �4 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et � + ! v Is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 10'ob.respaGNety unless braced throughout their length by C1 DATE: 11/30/2015 the overall structure is the responsibility of ihs building designer. continuous sheathing such as bracing plywood sheathing(TC)and/or drywall(BC). ileA .`(Sy n 11-\ V 3.20 Impact bridging or lateral required where shown++ w••�'7a(-1 4 SEQ. : K15 613 3 0 4.No load should be epplletl to any component until eller all bracing and 4.Installation of truss Is me responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing el all supports shown.Shim or wedge if EXPIRES: 12/31/2015 2/ 1/21 fabrication.handling, necessary. shipment and l:nrlallon of components. nls. T.Design assumes adequate drainage Is provided. November 30,2015 8.This design is famished subject to the limitations set forth by 8.Plates shell be located on both feces of truss,and placed so their center TP9V'rCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./Com uTfus Software 7.6.6 - 9.Digits indicate size of plate in Inches. iLE F ( ) le.For basic connector plate design values see ESR-1371,ESR-7988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x9 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/ 11BH 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. ICOND. 2: Design checked for net(-5 psf) uplift at 29 "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" 12 MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" 9.00 173 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" 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), m load duration factor=l.6, o I Truss designed for wind loads o in the plane of the truss only. M O O O f -1 O 1111.. 11 4 111110.71. 1 M-3x4 1-00 2-00 1-11-11 (PROVIDE FULL BEARING;Jts:2,4,3 9,0)co / fP�I O/ Se0 ct- 89200PE r' JOB NAME : 3413-D POLYGON NW - SJ2 III 'p Scale: 0.6592 `,...s -- WARNINGS: G. hRAeb NOTES, tiny upon ponhhe otherwisenoted: OREGON 1.Zi 1.Builder and erection contractor should be advised of all General Notes 1.This design b based only upon the parameters meters shown and la for en IntlNldual OREGON V a,- {,(l Truss: SJ2 and Wamings before conatrucnon commences. building component Applicability of design parameters and proper �(�aa4 2.204 compression web bracing must be Installed where shown+. Incorporation of component b the responsibility of the bulla ng designer. f^ '1 P' 1 4 V 3.AddEaset temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chorda to be throughoutlbraced at L,f is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.rsush as plywoodly unless braced their length by /�/y//- DAT E: 11/30/2015 the overall structure is the responsibility f the building dee continuousxImpatridg ingior such as required where a and/or drywell(BC). '+, �,1 I..l I 1 eponsi M o g Igner. 3.2x Impact bridging or lateral bradng required where shown++ r t(l 1.^ SEQ.: 1<15 613 31 4.No load should be applied to any component until alter ell bracing and 4.installation of truss iss the r s to si okayd Inthe non-corrosive nnvconrmenl, fasteners are complete and at no time should any m 4. loads greater than Design assumes design made be applied to any component. and are ersumryeewnainon^of use. TRANS I D: LINK 5.compurrus hes no control over and assumes no responsibility for the e.Design assumes Nil bearing at ell supports shown.Shim or wedge if EXPIRES: 12/31/2015 ry. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. November 30,201 5 6.This design b furnished subject to the limitations set forth by B.Plates shall be bested on both laces of trues,and placed so their renter TPI/WICA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Ino./ConlpuTfus Software 7.6.6(1L)-E 10.For basic connector plate design velues see ESR-1311,ESR-1968(Wick) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 11'— 6.5" COND. 2: net(-5 Design checked for TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 g (— psf) uplift at 29 "oc spacing. BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 3 4.00 17 2 /- 1 rn o /- - M-3x4 y , y 1-00 11-06-08 n tiGIN "�' 89200PE fir' JOB NAME : 3413—D POLYGON NW — P1 Scale: 0.5806 • WARNINGS: GENERAL NOTES, unless otherwise noted' ('�[� a's. Truss P1 1.Builder end erection contractor should beadvised ofall General Notes This design Isbased only upon the parameters shown and isfor anindNldual YJ OREGON ,(U end Wamings before construction commences building component.Applicability of design parameters and proper ! j'Y 2.2a4 compression web bracing must be Ins/aged where shown it. Incorporation of component Is the responsibility of the building designer. 1/ °� "`� 3.AddXional temporary bracing to Insure stability during conaWction 2 Designassumes the top end bosom chords lobe laterally braced at " A Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and°110'o.c.reapeciivety unless braced throughout their length byAL. Y DATE: 11/30/2015 the overall structure is the responsibility of the building designer. continuous sheathing such l bac plywood requirediwhere el swrr 0 drywell(SC). y.s �� Q• 4.No bed should be applied to anyng and3.2a Impact bridging or lateral bracing where Mown•a• ("�' S E K 15 613 3 2 plain component until alter all bract 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS I D: LINK design bade be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing et al oppose Mown.Shim or wedge If mmssary. EXPIRES: 12/31/2015 fabrication,handling,shipment and Installation of components. n S.This design is furnished subject to the limnetionsset forthby 8.Peds"assumes cateddrainage is trevideNovember 30,2015 8.Plelee shell be located oon bothfaces of truss,and placed so their center TPWVTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center linea. g.Diggs indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 70.For bask connector plate design values see ESR-1311,ESR-10s8(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-B5) 64 1-3=(0) 0 BC: 2x4 KDDF #1&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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 12 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.054" 9.00 177 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 0system 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, Truss designed for wind loads in the plane of the truss only. vo 0 cr CD M CD .a I 0 1►� 30=01 M-3x4 l ) 1 2-00 1-11-11 [PROVIDE FULL BEARING;Jts:1,3,2 .9, PR0p4, �c...N yGiN � 0.0 co, 89200PE rt JOB NAME : 3413-D POLYGON NW - SJ2X Scale: 0.6561 WARNINGS: GENERAL NOTES, unless otherwise noted.. 10 Cr OREGON a^?,1<i j+, 1 Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual -77 �f_ORC O V 1 �°"{r/ Truss: SJ2X and Warnings before construction commences building component Applicability of design parameters and proper -I'''41)' 4'.�\Y` 2.2v4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. If� 'T vy �U 3.Additional temporary bracing to Insure stability during construction 2.Design assumes me top and bottom chords to be laterally braced at (.,f Y AT Is the responsibility f me erector.Additional 1 brach f 2'o.c.and at 10'o.c.respectively unless braced throughout their length by AA p tyo permanent go 2 tinwuasheathing such asplywood aheething(TC)andlordrywall(BC). •I.RRI,",\,. DATE: 11/30/2015 the overall structure h the responsibility of the building designer. 3.W Impact bridging or lateral bracing required where shown++ SEQ.: 015 613 3 3 4.No load should be applied to any component until after al bracing end 5.4.Install tion of truss Is s the are responsibilitye o beilityd nthe a non-corrosive etre`t or nem, festenerc are complete and at no time should any roads greater thanand are assumes condition'of use. TRANS ID: LINK design loads be applied to any component. 5.Design assumes fun bearing at all supports shown.Shim or wedge 5.CompuTrus has no control over and assumes no responsibility for the ,,,ry, EXPIRES: 12/31/2015 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 8.This design is furnlhed subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center TPWITCA In 6051,copies of which will be furnished upon request. lines coincide sloe Jotlint centerIn lliines. g Digits MTek USA,Ina./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1008(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 • TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( O) 36 2-6=(-225) 678 6-3=( 0) 262 • BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-774) 197 6-7=(-229) 672 3-7=(-739) 202 WEBS: 2x4 KDDF STAND 3-4=( -98) 90 7-9=(-149) 115 LOADING 4-5=( -7) 3 TC LATERAL SUPPORT <= 12"00. VON. 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" -77/ 610V -47/ 136H 5.50" 0.98 KDDF ( 625) 11'- 6.5" -57/ 484V 0/ OH 5.50" 0.77 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 CORD. 2: Design checked for net(-5 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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 = -0.016" @ 6'- 2.1" Allowed = 0.531" MAX TL CREEP DEFL = -0.034" @ 6'- 2.1" Allowed = 0.708" MAX HORIZ. LL DEFL = 0.005" @ 11'- 1.0" MAX HORIZ. TL DEFL = 0.009" @ 11'- 1.0" 6-03-14 4-10-14 0-03-12 sconforms ystem andcomponentslandl cladding criteria. 12 4.00 G,. M-1.5x3 Wind: 140 mph, h=l5ft, 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, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x9 IIIII 3 N oI 10 N oN • o L 1 _ IIIIIIIWAIIw � m m� 2 � 6 17 -/ o M-3x4 M-1.5x3 M-3x4 y y y 6-02-02 5-04-06 y 1-00 y 11-06-08 y ti� � PRO1c OA,49 /d ��y INE cz- $9200PEr JOB NAME : 3413-D POLYGON NW - P2 ""^ ' r Scale: 0.4181 fA/+ WARNINGS: GENERAL NOTES, unless otherwise noted: 8/0 " Truss P2 1.Builder and erection contractor should beadvised ofall General Notes This design is based only upon the parameters shown and Is for en individual y OREGON I� ars, and Warnings before construction commences building component.Applicability of design parameters and proper y. 2.204 compression web bracing must be Installed where shown+ Incorporation of component is the responsibility of the building designer. �' +I • „ �. 4.� 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at "r(,�t •(„+,. Is the responsibility or the erector.Additional permanent bracing or T so.and at 1O o.c.respectively unless braced throughout their length by dtirk DATE: 11/30/2015 the overall structure is the responsibility of the building designer, continuous sheathing such ea acing rewood uir el where s and/or tlrywall(BC). 'Y'&.R �\ 3.20 Impact bridging or lateral bracing required where shown i• Y 4 SEQ. : K15 613 3 4 4.No load should be applied to any component until after all bracing and 4.Inslalletbn of truss Is the responsibility of the respective contractor. fasteners ere complete and at no time should any bade greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and ere for dry condition"of use. 5.CompuTrus hes no control over end assumes no responsibility for the 6.Design assumes fug bearing at el euppods shown.shim or wedge if EXPIRES: •2/31/2015 necesfabrication,handling,shipment and installation of components' 7.Design ssumes adequate drainage is provided. November 30,2015 Mt 1 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Ino./CornpuTrus Software 7.6.7(1 L)-E /0.For basic 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 8'- 8.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #19BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-6=(-261) 383 3-6=(-418) 244 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-447) 209 6-4=(-126) 98 WEBS: 2x4 KDDF STAND 3-9=( -75) 72 LOADING 4-5=( 0) 0 TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT 0= 12"0C. 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" -70/ 495V -35/ 102H 5.50" 0.79 KDDF ( 625) 8'- 8.5" -43/ 364V 0/ OH 5.50" 0.58 RIDE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP ICOND. 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 BC PANEL LL DEFL = -0.135" @ 4'- 9.2" Allowed = 0.349" MAX BC PANEL TL DEFL = -0.204" @ 4'- 4.2" Allowed = 0.465" 4-06-06 3-10-06 0-03-12 1' f T f MAX BORIS. LL DEFL = -0.003" @ 8'- 3.0" 12 MAX HORIZ. TL DEFL = 0.004" @ 8'- 3.0" 9.00 M-1.5x3 5 Design conforms to main windforce-resisting 4 -/ system and components and cladding criteria. g 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, M-1.5x3 Truss designed for wind loads in the plane of the truss only. I �d o m H /- or,m o 1 2 2� 2-46 o M-3x4 M-3x4 y ), b 8-03 0-05-08 ; b b 1-00 8-08-08 9, 04P R Q/4-.0 '� :9200P C' JOB NAME : 3413-D POLYGON NW - P3 Scale: 0.5209 ' WARNINGS: GENERAL NOTES, unties otherwise noted: II. �� 1.Builder end erection contractor should be advised of all General Notes 1. OREGON This design Is based only upon the parenrolers shown and is for en individual Truss: P3 and warnings before construction commences _building component.Applicability of design parameters and proper },- (� 2.204 compression web bracing mug be instated where shown+, incorporation of component s the responslbiNN of the building designer. <0 'Ir y 4 �V ± 3.Additional temporary bracing to insure stability during construction 2.Desitin assumes the fop and bottom chords to be laterally braced at S,,,f ! , �,h. la the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 11/30/2015 the overall structure la the responsibility f the building tleal continuous sheathing such as plywood eheelhing(TC)endlor tlrywall(BC). `R R M -V.. 0 N o g gner. 3.24 Impact bridging or lateral bracing required where shown++ a 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibINN of the respective contractor. - SEQ.: K 15 613 3 5 fasteners are complete end at no time should any wads greater than 5.Design assumes busses are to be used in a non errosive environment, TRANS I D• LINK design loads be applied to any component Desand ign assumes fullor"dry condition.of use. supportswedge 5.CompuTrus has no control over and assumes no responsIbllity for the 8.Design ass ea lull bearing1 A shown.Shim or if EXPIRES: 1 2 i31 1201 5 leery. LIJ !GV fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 8.This design is furnished subject to the limitetions set forth by 8.Plates shall be located on both faces of Truss,and placed so their center TPWNJICA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Sigh indicate size of plate in Inches. MiTek USA,Inc.ICompuTrus Software 7.6.7(1 L(-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Mack) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 8'— 8.5" GOND. 2: Design checked for net(-5 TC: 209 KDDF #16BTR 9psf) uplift at 29 "oc spacing. BC: 2x9 KDDF #1&OTR LOAD DURATION INCREASE = 1.15 SPACED 29.0" O.C. Design conforms to main windforce—resisting TC LATERAL SUPPORT <= 12"OC. UON. system and components and cladding criteria. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=20.6ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.6, End verticals) are exposed to wind, LL = 25 PDF 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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 12 9.00 " 3 N N I rm 2 ul "- ti r, Ira II o M-3x4 9 .5 .5 1-00 8-08-08 y 4\ 9` 0 PROpecS ?� �tAG i N�C-� /' 4rC $9200PE JOB NAME : 3413—D POLYGON NW — P4 .....„0 , Scale: 0.6329 / WARNINGS: GENERAL NOTES, unless otherwise noted )"}.. Truss: P 4 1.Builder end erection contractor should be advised of all General Notes This design is based only upon the parameters shown and is for en Individual -C7 ©R EGON 4, and Warnings before construction commences building component Applicability of design parameters and proper IIi. t 2.2x4 compression web bracing must be Installed where shown 4. incorporation of component Is the responsibility of the building designer. /f a� "'` 3.Additional temporary braGng to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at �/\ ` { V �"+. Is the responsibility of the erector.Additional permanent bracing of 2'::.c.and et 10'o.c.respectively unless braced throughout their length by 'A••+' 1 1 • DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. continuous sheathing or t r l b acing re aired w SITE)and/or drywell(BC). �� j„r 4.Na load should be applied fo an 3.2x Impact bridging or lateral bracing required where shown+r Fi SEQ.: K 15 613 3 6y component until after aN braGng end 4.Installation of truss la the responsibility of the respective contractor. fasteners are complete and et no time should any mads greater man 5.Design assumes busses are to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"Ouse. 5.CompuTrus has no control over end assumes no responsibility for the 6.Designassumes full bearing et aA supporta shown.Shim or wedge if EXPIRES: C 2�}//3«�1/ J'�-I fabrication,handling,shipment and installation of components. s ryl1 f�RES. 1 GIJ 1121!1.5 8.This design is furnished subject to the limhetions set forth by 7.PlaDetes shah b es adequateon both dis truss,an d. November 30,201 5 8.Ptales ehvi be located on both laces of truss,and placed w their center TPUWfCA in SCSI,copies of which will be famished upon request. lines coincide with joint center lines. MI7ek USA,Inc./CompuTrus Software 7.6.7(1L)-E 9.Digits Indicate size of plate In Inches. 10.For basic connector plate design values see ESR-1311,ESR-t 988(Mitek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 81&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=(-135) 92 TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE' 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. '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 BC PANEL LL DEFL = 0.004" @ 1'- 0.1" Allowed = 0.054" 3 -7 MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 12 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 9.00 V , 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=l.6, Truss designed for wind loads in the plane of the truss only. 0 0 c o 0-1.111.111111 MM 4MM0 1 M-3x9 y 1-00 b 2-00 y 3-11-11 y {,� 4 PROFS' (PROVIDE FULL BEARING;Jts:2,4,3 '4v 0, INE (,i0 JOB NAME : 3413-D POLYGON NW - SJ3 - Scale: 0.5345 WARNINGS: GENERAL NOTES, unless otherwise noted: S OREGON /r Cr 1 Builder end erection contractor shouts be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual /♦,,�UVJ C�7l GG..4411 w+ A_ t�'iv/ Truss: SJ3 and warnings before construction commences. building component.Applicability of design parameters and paper �4, %�}� ^Au. " /5 2.2x4 compression web bract must be Installed wiroro shown+. Incorporation of component k the responsibility of Me building designer. '77 1/� 'Z' p ng mu 2.Design assumes the top and bottom chords to be laterally braced at Q `-T t 3.Additional temporary bracing to Insure stability during construction 2 o.c.and at 15 o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). "L.R'it '- DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SE K 15 4.No load should be applied to any component until after all bracing end 4.Installation of trues is the responsibility of the respective contractor. Q• 613 3 7 fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment design loads be applied to am component. and as for"dry full bearing of use. TRANS ID• LINK 6.Design assumes ugbeedngatagsupports shown.smmarwedge g EXPIRES: 12/31/2015 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided November 30,2015 6.This design le furnished eubpct to the limitations set forth by B.Pales shall be located on both faces of truss,and placed so their center TPIAMCA in SCSI,copies of which will be furnished upon request. g,lines scin inidth size ode with fnt plate in lines.ter ince MiTek USA,lnc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-13/1,ESR-1886(MiTek) Symbols Numbering systemGeneral Safety PLATE LOCATION AND ORIENTATION 1 3/4' Center plate on joint unless x,y I 6-4-8 I dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. Ir (Drawings not to scale) Damage or Personal Injury NM= Dimensions are in ft-in-sixteenths. 11� 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 SCSI. TOP CHORDS 0.14 G 2. Truss bracing must be designed by an engineer.For mwide rtruss irspacing,individual lateral braces themselves 4 p bracing should be onsideredative Tor I O ill_IMAkir O A � 3. Nevkr exceed the design loading shown and never a O stack materials on inadequately braced trusses, ~ C7-8 s-� Cs-. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locateI- designer,erection supervisor,property owner and plates 0 'i from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from * CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available In MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,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 ifr Indicated by symbol shown and/or SYP represents values as published specified. by text in the bracing section of the by AwC in the 2005/2012 NDS SP represents ALSO 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. ...."0, 15.Connections not shown are the responsibility of others. Indicates location where bearings )supports) occur. Icons vary but reaction section indicates joint 16.Do not cut or alter truss member or plate without prior ©2012 MiTek®Ail Rights Reserved approval of an engineer. ® number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. ll Mill18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, rT lar. 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