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Plans (122)
/(4,sri-o(G -GriZS�. lci c9cr gw S i MiTek° MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 5019-B POLYGON 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: K1580947 thru K1581025 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. ��� p PROFe GfNEie, /n 897821E p< .yam ,„OREGON ,"`" �qRY 15*2 Q' ir PAUL ‘;‘‘ lef/117<icriZia12.L.Y1 6 December 8,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 15'— 1.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( (All Heights), Enclosed, Cat.2, Exp.B, MWPRS(Dir), DL ON BOTTOM CHORD = 10.0 PSF load duration factor=l.6, TOTAL LOAD = 42.0 PSF Truss designed for wind loads in the plane of the truss only. 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. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 7-06-12 7-06-12 T 12 12 IIM-4x4 Q 7.50 7.50 F77 3 O o I1 0 M-3x4 M-3x4 ), l J' l oo y 15-01-08 1-01��� �G N E -6)0 C7 2 89782PE ''r JOB NAME : 5019-B POLYGON - AlScale: 0.9916 • "� WARNINGS: GENERAL NOTES, unless otherwise noted. J�9�OREGON '�0) �,.. 1,Builder and erection contractor should be advised of el General Notes 1.This design is based only upon the parameters Mown and is for an Individual , Fly Ab4O.. Truss: Al and Warnings before construction commences, balding component,Applicability of design parameters and proper —4,, 4, 95J 2,2x4 compression web basing mud be Inetalbd where shown 4. Designation a component la the m chords to of the building designer. 3,Additional temporary bating to Insure stablIM during condrudbn 2.Design assume/the top and bottom chains to bd throughout Moray bated et Is the responsibiNy of the erector.Additional permanent basin 2'ntin end at ee hieo.crsuch as pty sod s batedTC)ad/their dry sfl B by g ofcontinuous Meelhag such as*wood sheathing(TC)end/or drywafl(BC). � PA-U 1� �� DATE: 12/8/2015 the overall structure Is the responsibility of the baldbq designer. 3,2.Impact bridging or lateral basing required/hare shown+e S E K 15 8 0 9 4 7 4.No load should be applied H any component until after al badng and 4.Inaaltatien of Imes Is the responsibility of the rasped#.contactor. 4• fasteners are complete and at no time should any bads greater than S.Design assumes trusses ea to be used Ina non-corrosive environment, design bads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK N.Design assumes rwlbearing atalwpptnesheww,Shim orwedge lf EXPIRES: 12/31/2016 5.CompuTrus has no control over end assumes no responsibility car the necessary, fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is prodded. December 8,2015 8.This design is furnished subject to the limitations sat fort by 8.Paas shag be located on both faces of truss,and paced so their center TPIMl1CA in SCSI,copies of which act be furnished upon request. g,lees indicate she oiwith nt t center lines. ns. in inches. MITek USA,Ina./ComptTfae Software 7,6.6(1L)-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 15-01-08 GIRDER SUPPORTING 6-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2X9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-1668) 297 1- 6=(-209) 1326 6- 2=( -26) 371 BC: 2x6 KDDF #16BTR 2- 3=(-1161) 253 6- 7=(-208) 1316 2- 7=(-992) 142 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-1161) 253 7- 8=(-208) 1316 7- 3=(-208) 989 LL = 25 PSF Ground Snow (Pg) 4- 5=(-1668) 297 8- 5=(-209) 1326 7- 4=(-492) 192 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 15'- 1.5" V BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 50.0)+DL( 54.0)= 104.0 PLF 0'- 0.0" TO 15'- 1.5" V 4- 8=( -25) 371 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. 0'- 0.0" -229/ 1271V -100/ 100H 5.50" 2.03 KDDF ( 625) 15'- 1.5" -229/ 1270V 0/ OH 5.50" 2.03 WOOF ( 625) BOTTOM CHORD CHECKED FOR 10PSF 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/180 MAX LL DEFL = -0.026" @ 7'- 6.8" Allowed = 0.710" MAX TL CREEP DEFL = -0.053" @ 7'- 6.8" Allowed = 0.947" MAX HORIZ. LL DEFL = 0.009" @ 14'- 8.0" MAX HORIZ. TL DEFL 0.015" @ 14'- B.0" 7-06-12 7-06-12 4-03-05 3-03-07 3-03-07 4-03-05 Design conforms to main windforce-resisting fIsystem and components and cladding criteria. 12 M-4x6 12 Wind: 140 mph, h=21.5ft, TCDL=9.2,BC DL=6.0, ASCE 7-10, 7.50 1;7' Q 7.50 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=1.6, 3 .0 Truss designed for wind loads ��\ in the plane of the truss only. 14_3.4 M-3x4 2 d if 44� ll 611111116... of 1"..--". 6 7 c I 8 _�8 0 M-3x4 M-1.5x3 M-3x8 M-1.5x3 M-3x4 ill 1 ), l y l 4-01-09 3-05-03 3-05-03 4-01-09 lF� 15-01-08 y c(5D rr'Of s. .: c;\ ENGINE fi� .0* w ' cc :9782PE f JOB NAME : 5019-B POLYGON - A2 Scale: 0.3648 WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON 4 0 . Truss: A2 1.Builder and erection contractor should be advised of an General Notes 1.This design I.based only upon the parameters shown and Is for an individual 17 -O R EG O/s 1 '' and Warnings before consiruction commences. building component.Applioobiltty of design parameters and proper -Y V f V h 2.2a4 compression web bradng mut be Installed where shown 4. Incorporation of component Is the responsibility of the bonding designer. y-��r1J 3.Atltlttlonel lemponry bracing to Insure gabllny during congmctlon 2 Design assumes the top end bottom chords to be laterally braced at /j) 41 Pt Y A 6 . DATE: 12/8/2015 Is the reaponlobity of the erector.Additional permanent bredng of 2'continuous aMeathing such as respectively unless breed throughout and/or N their Nngin by f7a the overall structure la the responsibility of the building designer. 3.Di Impact bridging or lateral bred g�qui ed wiherre shll,,,drywan(BC). a � Q.... SEQ.: Ki5 8 0 9 4 8 4.Noland should be applied to any component until after an bracing and 4.Installation of truss la the responsibility of to respective contractor. T y lastenere are complete and at no time should any bads greater than 5.Design assumes trusses aro to be used In a noncorrosive environment. TRANS I D: LINK design loads be applied to any component. and are for"dry condition•of use. 5.CompuTrus Ms no control over and assumes no responsibility ler the 8.Design scones NII bearing at ale supports grown.Shim or wetlpe If fabrication handling,shipment and installation of components. 7.Design assumes N. EXPIRES: 12/3112(31fi. 8.This design isfmishedsubject tothe limitations.etforlhby 8.Platesshenbelocateduonboate othlfaacese lo tpruss and placed so their center December 8,2015 TPW.tICA In SCSI.copies of which volt be furnished upon request. lines coincide with Joint canter Imes. MRek USA,Inc./CompuTrus Software 7.6.6(1L}E 9•Digits Indicate sole of plate In Inches. 70.For basic connector plela design values sea ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 20-05-08 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #151310; 20-05-08 GIRDER SUPPORTING 35-09-00 FROM 7-00-00 TO 20-00-00 1- 2=( 0) 60 2-10=(-1590) 6376 10- 3=( -478) 200 14- 8=( -816) 142 2x6 KDDF #16BTR T2, T4 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=( -7792) 1960 10-11=(-1598) 6394 3-11=( -360) 1150 8-15=(-4944) 1334 3- 4=( -8308) 2188 11-12=(-2650) 10190 11- 4=( -794) 3452 15- 9=(-2662) 10804 BC: 2x4 KDDF STANDR WEBS: 2x4 KDDF STAND; LOGrIuG 4- 5=( -7088) 1896 12-13=(-2884) 11174 11- 5=(-4554) 1232 9-16=(-6658) 1654 2x4 KDDF #16BTR A; LL = 25 PSF Ground Snow (Pg) 5- 6=(-10950) 2790 13-19=(-2889) 11174 5-12=( -586) 2898 2x4 KDDF STUD B; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V- 7=( -9390) 2442 14-15=(-2506) 10196 12- 6=(-1066) 278 2x6 KDDF #2 C; TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 14'- 5.5" W- 8=(-11096) 2840 15-16=( -198) 774 13-16=(--422) 2244 244 2x8 DF SS D TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 14'- 5.5" TO 20'- 5.5" 8'- 9=( -9480) 2360 BC UNIF LL( 0.0)+01,( 40.0)= 40.0 PLF 0'- 0.0" TO 20'- 5.5" V 7-14=(-1114) 4802 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 421.9)+DL( 286.9)= 708.8 PLF 7'- 0.0" TO 20'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" LBEARINGS MAXCVIRTS MAXCHIONS SIZE REIN. (SPECIES) TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 14'- 5.5" 0'- 0.0" -1219/ 4930V -69/ 114H 5.50" 7.89 KDDF ( 625) 20'- 5.5" -1852/ 7713V 0/ OH 5.50" 12.34 KDDF ( 625) NOTE: 2x4 BRACING AT EASOC UON. FOR 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. OVERHANGS: 12.0" 0.0" 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/180 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" ( 2 ) complete trusses required. MAX LL DEFL = -0.125" @ 11'- 9.7" Allowed = 0.977" Join together 2 ply with 3"x.131 DIA GUN MAX TL CREEP DEFL = -0.252" @ 11'- 9.7" Allowed= 1.303" nails staggered at: 9" oc in 1 row(s) throughout 2x4 top chords, MAX HORIZ. LL DEFL = 0.030" @ 20'- 2.8" 9" oc in 2 row(s) throughout 2x6 top chords, MAX HORIZ. TL DEFL = 0.049" @ 20'- 2.8" 6" oc in 2 row(s) throughout 2x8 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs, 9" oc in 2 row(s) throughout 2x6 webs. Design conforms to main windforce-resisting system and components and cladding criteria. ** For hanger specs. - See approv4lg7.all$ 8-06-02 2-06-12 3-04-15 Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f 1' '1 1' 1' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3-03-10 2-08-01 2-06-06 3-03-11 3-00-03 ,(2-02-10 3-04-15 load duration factor=l.6, f320# 1320# inuss thedplaneeofor thewind trussoods nly. 12 12 of0 Q 7.50 7.50 M-4x8 M-5x10 M-3x8 M-3x8 7 9 5 6 ,/ T2 OM! M-6x8 M-5x12 71112 o /4 16 M-4x10 0.25"o M-3x8 .7.M-8x8 M-8x10 M-3x8 =M-10x10(S) --- y y y Y l l 1 1 3-01-14 2-04 3-03-11 3-00-03 3-01-15 2-04-06 3-01-07 89782PE JOB NAME : 5019-B POLYGON - B1 Scale: 0.2597 • , /r(/\. . , WARNINGS: GENERAL 50955, uniess upon noted 9A.OREGON�Q*4i �. 1.Bald.,and erection contredor mould be advised dell General Notes 1.This design Is based only upon the parameters en and h for an Individual ? OREGON v,V Y Truss: B 1 and Warnings before construction commences binding component.A neat isll y of design promoters end proper �� 2.2x4 compression web bracing must be Installed where show.. Design assnincorporatioa component is the bottom chonis to of the aulmna ed at !. 3.Additional tempora bracing to Insure stability during construdbn 2.Design aewmes the tap aM velyuMorris to be throughout braced et /,,. temporary T o.c and al 10 o c.respectively udess broad mroughod Ihelr length by ,` �� 4054 Is the responsibility deo erector.Additional permanent bradng of continuous sheaming such as plywood sheaming(TC)and/or drywal(BC). `, DATE: 12/8/2015 the overall structure Is the responsibility lty of me building designer. 3.In Impact bddging of lateral brsdng required where Mown tw SE K 15 8 0 9 4 9 4.No bad should be applied to any component until eller ell brewing and 4.Installation of truss Is the responNbRty of the respedNe contractor. 4•• fadenen are complete and at no time should any loads greater than 5,Design assumes trusses ere to be used in a noncorrosive environment. design bads be applied to any component. end era for"dry condition"of use. vl� C .l!�rI].l /�.l c TRANS ID: LINK8.Design assumes lull bearing alai supports shown.Shim or wedge if EXPIRES. 12731/2V 6 5.CompuTrue hes no control over and assumes no responsibility ler the necessary, fabrication.handling,shipment and bsta8etlon of components. 7.Design assumes adequate drainage is provided. December 8,2015 8.This design Is furnished subject to the limitations sal forth by 8.Plates shell be located on both taps of buss,and placed so their center TPUWTCA in BCSI,copies of which win be Nmished upon request. Ine9.Ings Indicatecolndde withofnt terlines. platein MiTek USA.Inc./CompuTruS Software 7.6.6(1L)-E to.For basic connector plate design values see ESR•131l,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 15'— 10.5" !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24,0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=21.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PIP Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 7-11-04 7-11-04 f .r 1' 12 IIM-4x4 1z 7.50 Q 7.50 3A141111111111111 11 Illb'o I 1! o I 0 M-3x4 M-3x4 1-00 15-10-08 Q PROF eess �c GIN . rod - :9782PE yr, JOB NAME : 5 019-B POLYGON - Cl .-y'� �,- , Scale: 0.9395 WARNINGS: GENERAL NOTES, unless otherwise noted. Truss: C 1 1.Builder and erection comrador should be advised of ale General Notes 1.This design 1 based only upon the parameters shown and la for an individual 17+OREGON ((��N, and Warnings before construction commences building componentApplksbilby of design parameters and proper e'aV ] 2t4 compression web brodng must be installed where shown Incorporation of component Is the responsibility of the building designer. ,,.()9* r (,+ f7� 3.Additional temporary bracing to Insure stability during construction 2.Ossign assumes the lop and bottom choke to IN Morally braced et 7 J ��j` Is the responsibility of the erector.Additional permanent bracing o! T o.c.end at 1P c.c.respective untess braced throughout their length by /� t V DATE: 12/8/2015 the overeN structure Is them 29Impatcontinuosheathing suchasadngrtluirel Meres •drywaN(BC). �r'tUy. � responsibility Adity olthe rman g designer. 3.Dt Impact sheing or suchlaterbrodng required whore Moven and/or•d SEQ.: K1580950 4.No load Mould be applied fo any component until after all brodngand 4.Inatelslien of truss lathe reapens blip at the rsspaelice ceirtrecter, feaaners are complete and at no lime should any loads greater then 5.Design assumes trusses ere to be used in a noncorrosive environment, TRANS ID: LINK design leads be applied to any component. and are for"dry condition•of use. 5.CompuTrus has no control over end assumes no responsibility for the S Design assumes NII bearing at all supports shown.Shim or wedge if EXPIRES: '12/31/2016 fabrication,handling,shipment and installation f components. necessary. 7.Plsignaoumelocted on bethifacelsprusls, December 8,2015 S.This design Is furnished subject to the limitations sol components. by B.Design shall be is adeq at both faces of true,and placed ss their center TP W,TCA h SCSI,copies of which nil be famished upon request. lines colndds with joint center lines. 9.Digits indicate size of plate in inches. Mock LISA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-19S5(MiTek) IMIIMIIIMMIIIMIMMIMMIMIMMMIIMMM This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-B79) 256 1-7=(-158) 673 2-7=(-221) 196 SPACED 24.0" O.C. 2-3=(-662) 202 7-5=(-166) 669 7-3=( -98) 417 BC: 2x4 KDDF STLNDR 3-4=(-661) 184 7-4=(-211) 196 WEBS: 2x4 KDDF STAND LOADING 4-5=(-877) 243 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( 0) 60 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: 0.0" 12.0" LL = 25 PSF Ground Snow (Pg) LOC-TIONS REACTIONS 7/ACT I05I5E 1SPE CIES) 0'- 0.0" -83/ 666V -117/ 1110HH 5.50" 1.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 15'- 10.5" -129/ 789V 0/ OH 5.50" 1.26 KDDF ( 625) ** For hanger specs. - See approved plans 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/180 MAX LL DEFL = -0.015" @ 7'- 11.3" Allowed = 0.748" MAX LL DEFL = -0.002" @ 16'- 10.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 16'- 10.5" Allowed = 0.133" MAX BC PANEL TL DEFL = -0.040" @ 12'- 3.1" Allowed = 0.471" 7-11-04 7-11-04 MAX HORIZ. LL DEFL = 0.008" @ 15'- 5.0" f fMAX HORIZ. TL DEFL = 0.013" @ 15'- 5.0" 4-01-06 3-09-14 3-09-14 4-01-06 12 12 Design conforms to main windforce-resisting IIM-4x4 .. 7 50 system and components and cladding criteria. 7.50 4.0" Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 ,�,f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �o load duration factor=1.6, �I Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 2 JI,- I✓>e. - 7 of 1** M-3x8 M-3x4 0 • o M-3x9 1 y 7-11-04 7-11-04 Op PEI 0Fe 15-10-08 y 1-00 y ,,, „..,\GINE-dit, `�/0 c. 44, it 4t" 89782PE • JOB NAME : 5019-B POLYGON - C2 Scale: 0.3485 !/LrJp .. WARNINGS: GENERAL NOTES, uM....10erwlse noted: T'", OREGON f,� t Bolder end erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for en Individual 'jf-V l�O N�'.- Truss:: C 2 and Warnings berateconstruction commence.. bulorng component.Applicability of design perimeters and proper /� � (}s 2.2a4 compression web brad cast be Installed where shown+. incorporation of component lame responsibility of the bolding designer. t''t[C P ng m2.Design assumes the top and bottom chorda to be laterally braced at _4Ty� 3.Additional temporary bracing to Imre stability during construction y on.ended 10 o.e respectively unless braced throughout their length by (�V Ie the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood siroathing(TC)end/or drywal(SC) jy�q U L T a� DATE: 12/8/2015 the overall.bnsfwe is the responsibility of the building designer. 3.2s Impact bridging or lateral br.dng required where shown SE K1580951 4.No bedshould be applied to any component ural after an bracing and 4.Installation of to 1.is the ere siMeadly f the o non-correosive contractor.4•: fasteners are complete and at no time should any bads greater than Design assumes design beds be applied to any component. end are for"dry condition"of use. EXPIRES: .l f�/e�.l/ �! TRANS ID: LINK w responsibility O.Design assumes full bearing at al supports shown.Shim or wedge If XP�RES: IGIJ(/ 0157 • 5.Com True hes no control over end assumes no rs Ibil ler the necasss • /abricalbn,handling,shipment end installation of companenle. 7.ledge assumes adequate drainage la provided. December 8,2015 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both WAS of truss,end placed so their center TP WJTCA In SCSI,capias of which will be furnished upon request. line9.Digicoindde ts indicate size joint ioPlata centern In... MiTek USA,Inc.ICompuTrus Software 7.6.6(10-E lo.For basis connector plate design values see ESR-1311,URA 888 carrels This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-00-00 GIRDER SUPPORTING 15-10-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #l&RTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1121) 221 1-5=(-213) 869 5-2=(-107) 591 4-7=(-794) 176 BC: 2x6 KDDF #1&BTR 2-3=( -553) 134 5-6=(-209) 842 2-6=(-500) 133 WEBS: 2x4 KDDF STAND LOADING 3-9=( -951) 126 6-7=( -42) 73 6-3=( -90) 165 LL = 25 PSF Ground Snow (Pg) 6-4=(-181) 837 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 19.0)- 69.0 PLF 0'- 0.0" TO 6'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 173.4)+DL( 137.9)= 311.4 PLF O'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -244/ 1185V -48/ 9611 5.50" 1.90 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC DON. FOR REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 6'- 0.0" -225/ 1067V 0/ OH 5.50" 1.71 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. Single member as shown. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Hangers attached to the bottom chord MAX LL DEFL = -0.007" @ 2'- 5.1" Allowed = 0.254" will have 1.5" max. nail penetration. 4-07-11 1-09-05 MAX TL CREEP DEFL = -0.015" @ 2'- 5.1" Allowed = 0.339" ne For hanger specs. - Sea'approved plans ' 1' MAX HORIZ. LL DEFL = 0.002" @ 5'- 10.3" MAX HORIZ. TL DEFL = 0.003" @ 5'- 10.3" 2-06-13 1-10-06 1-06-13 T T T '1 12 Design conforms to main windforce-resisting 7.50 F7 system and components and cladding criteria. M-4x6 Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7 M-3x6 load duration factor=1.6, Truss designed for wind loads ti-/ in the plane of the truss only. il M-3x5 2 ��ilill otiI N Lo AIII \,1:41.''''''':71 I� _ ■®i ) 1 l 4� 5 6 7 0 M-5x10 M-1.5x3 M-6x8 M-1.5x3 l ; l ; 2-05-01 1-10-06 1-08-09 k l 6-00 ���EO PROpps1S' c6 ‘40,1144..89782PE JOB NAME : 5019-B POLYGON - CGIRD Scale: 0.5100 WARNINGS: GENERAL NOTES, unless otherwise noted C,/ 40 4.:11:1 „.--- 1.Builder and eedlon contractor should be advised of all General Notes 1.This design h based only upon the parameter"shove end Is ler en Im11Wdw1 ,,j 'Sy'}�O R E G G N ((��'.' Truss: CGIRD end Warnings before construction commences. building component.Applicability of design parameters and proper �a 'y/. (7V �"' 2.244 compesebn web bracing must be installed where shown t. incorporation o!component Is the esponsibAity of the building designer. " VV VV 3.Adtlmoml temporary bracing to losers stability during construction 2.Design assumes the top end bottom chords to be latently bread et • A'SY A �4? Is the responsibility of the erector.Additional permanent brodng of Osc.and al td o.c,respectively unless braced throughout thele length by /{L VVV DATE: 12/8/2015 the overal structure is the responsibility of the bolding designer. 3.2.Impact bndgingl or lateral bng such asndngrequl ed,Arora than:.rd/+or drywag(BC). • /'p i � SEQ.: Ki5 8 0 9 5 2 4.No bad should be applied to any component untl alter ell bracing and 4.Installation of truss Is the eepon&bilty of the respective contractor. �1 4 fasteners are complete and at no time should any bads greeter than 5.Design assumes trusses are to be used in a non--core&ve environment. design bade be applied to any component. and are for"dry cond:Oen"of use. y c 12/31/2016 f'�R]q/ry/'�.4 c TRANS ID: LINK 8.Design assumes Ml bearing at all supports shown.Shim orwedge if EXPIRES: IG/W7 I/LVID S.CompuTrue hes no control over and assumes no responsibility ler the neassery fabrication,handling,shipment end installation of components. 7.Designassumes adequate drainage is provided. December 8,2015 S.This design Is furnished subject to the limitations set forth by 8.Plates shall be bated on both leas of boas,and plead so their anter TP WWICA in SCSI,copies of which will be furnished upon request. lines aindde with Joint anter hose 9.MiTek USA,Inc./CompuTrus Software 7.6.6(1L).E 10.Peri basits c connectcate of pdeixhea ( ) platesign values roe ESR-7377,ESR-1986 MlTak This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 20-08-00 GIRDER SUPPORTING 42-00-00 FROM 0-00-00 TO 13-08-00 INC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-12644) 2882 11-12=( -212) 1026 11- 1=(-8834) 2014 7-16=(-1384) 6212 2x6 KDDF #16BTR Ti, T3 2- 3=(-14722) 3366 12-13=(-3012) 13592 1-12=(-3256) 14410 16- 8=( -510) 2158 BC: 2x8 KDDF #16BTR LOADING 3- 4=(-12498) 2880 13-14=(-3304) 14900 12- 2=(-6542) 1502 8-17=(-1034) 270 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-15116) 3480 14-15=(-3298) 14734 2-13=(-1082) 264 2x4 KDDF #16BTR A; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 20'- 8.0" B- 7=(-11482) 2668 15-16=(-3298) 14734 13- 3=(-1570) 6938 2x6 KDDF #2 B; BC UNIF LL( 500.0)+DL( 360.0)= 860.0 PLF 0'- 0.0" TO 13'- 8.0" B- 7=( 0) 0 16-17=(-2232) 10140 13- 4=(-3476) 800 2x6 KDDF STAND C BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 13'- 8.0" TO 20'- 8.0" V- 8=(-13464) 3100 17- 9=(-2222) 10102 4-14=( -532) 2396 ADDL: BC UNIF LL+DL= 40.0 PLF 0'- 0.0" TO 4'- 0.0" V 8- 9=(-12318) 2782 14- 5=( -404) 558 ' TC LATERAL SUPPORT <= 12"OC. UON. 9-10=( 0) 60 15- 5=( -620) 2750 BC LATERAL SUPPORT <= 12"OC. UON. ADDL: BC CONC LL+DL= 1067.0 LBS @ 4'- 9.0" 5-16=(-4606) 1074 ADDL: BC CONC LL+DL= 3533.0 LBS @ 14'- 8.0" -- BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -2373/ 10493V -114/ 70H 5.50" 16.79 KDDF ( 625) 20'- 8.0" -1732/ 7603V 0/ OH 5.50" 12.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP OVERHANGS: 0.0" 12.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. "HANGER BY OTHERS TO APPLY 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. CONC.LOAD(S)EQUALLY TO ALL MEMBERS. Caution: Note bearing area requirements. ( 2 ) complete trusses required. Join together 2 ply with 3"x.131 DIA GUN VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 nails staggered at: 9" oc in 2 row(s) throughout 2x6 top chords, MAX LL DEFL = 0.133" @ 8`- 10.4" Allowed = 0.967" MAX TL CREEP DEFL = -0.361" @ 8'- 10.4" Allowed = 1.317" 9" oc in 1 row(s) throughout 2x9 top chords, MAX LL DEFL = -0.001" @ 21'- 8.0" Allowed = 0.100" 5" oc in 2 row(s) throughout 208 bottom chords, 9" oc in 2 row(s) throughout 2x6 webs, MAX TL CREEP DEFL = -0.001" @ 21'- 8.0" Allowed = 0.133" 1 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. LL DEFL = -0.033" @ 20'- 2.5" 0-09-06 MAX HORIZ. TL DEFL = 0.070" @ 20'- 2.5" 3-05 2-06-11 6-09-01 1--r7-11-09 1' .( 1' Q '( Design conforms to main windforce-resisting 3-05 2-02-09 2-11-09 3-04-08 2-03-10 2-04 3-03-10 system and components and cladding criteria. I f f f f f f f 12 M-3x4 12 Wind: 140 mph, h=21.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, M-9x106 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(DiI), 7.50 [7' Q 7.50 load duration factor=l.6, P/ Truss designed for wind loads M18HS-7x14M18HS-5x16 in the plane of the truss only. M-3x5 M-3x4 *` For hanger specs. - See approved plans 3 t 9 - 5 T M-2.5x4 or equal at non-structural diagonal inlets. ,M-10x10 v 1.1l M18HS-7x14 / - M-3x5 1 z TLIllk A A :16O 12 0 M-3x10 M-8x10 0.25" M-3x10 M-8x10 M-1.5x3 0 MSHS-9x18 M-12x19(S) 1 , +10 7# , , 3533# )0 1 o PR©,� 3-01-08 2-09-05 3-09-08 3-01 3-02-12 Y 2-09 3-01-19 ,!<,,, 0, • GINE ' 0 / ' 1 20-08 y1-0oyC7� � - :9782PE x' JOB NAME : 5019-B POLYGON - Dl • Scale: 0.2669 . WARNINGS: GENERAL NOTES, unlessothemlsenoted: VP v p �4) 1.Baader and erection oentrador should be advised or ab General Notes t.This design 9 based only upon the parameters shown end is far en Individual 'VA OREGON rt'`� �r Truss: DI and Warnings before construction commences. building component.Applicability of design parameters and proper r+ 2.244 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 'IV :}y:.4 b /. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bosom MOMS to be lalereIy braced et al 1 ,4+1(,y Is the responsibility of the erecter.Additional permanent bracing of 2 c.c.and et 10 c.c.respeclNely unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)andbr dryw.11(BC). IPA U L '' DATE: 12/8/2015 the overall structure le the responsibility or the building designer. 3.24 Impact bridging or lateral bracing required where crown++ 1•• SEQ.: K15 8 0 9 5 3 4.Na load should be applied to any component ads eller all bredng and 4.Installation of tons la the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design sesame.trusses are to be used Ina non-corrosive environment, and TRANS ID• LINK design loads be applied to any component. Design assumor"dry es al use. 5.Compulrua has no control over and eeeumas no responsibility for the 5.Design scones hal bearing at all copped.shown.Shim or wedge If EXPIRES:: 12/31/2016 ry• fabrication,handling.hes subject 5 installation of components. 8.Design assumes adequate tdrainage N provided. December 8,2015 S.Ibis design is furnished subject to the limitations set font by 8.Plates shall be located on both faces of truss,end placed so their center TPIMTCA In BCSt,copies of which v41 be furnished upon request. linea coincide OMh Joint center lines. 9.1:98s Indicate size of plate In Ino es. MiTek USA,Inc./ComlpuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 35-09-00 MONO HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cil=1.00 IC: 2x6 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 60 2-10=(-1395) 3725 3-10=( -199) 491 8-14=(-5112) 2146 2x9 ROOF #1&BTR T1 2- 3=(-4654) 1667 10-11=(-2808) 6926 10- 9=( -466) 1604 14- 9=( -346) 253 BC: 2x6 KDDF SS LOADING 3- 4=(-4727) 1739 11-12=(-3219) 7831 10- 5=(-3316) 1508 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-4016) 1515 12-13=(-2895) 6988 5-11=( -104) 797 2x6 ROOF #2 A TC UNIF LL( 50.0)+DL( 19.0)- 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=(-7252) 2881 13-14=(-1852) 4419 11- 6=( -725) 484 TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 35'- 9.0" V 6- 7=(-7539) 3023 6-12=( -436) 358 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 35'- 9.0" V 7- 8=(-5167) 2081 12- 7=( -126) 824 BC LATERAL SUPPORT <= 12"OC. SON. 8- 9=( -54) 55 7-13=(-2265) 1066 TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 13- 8=( -473) 1834 NOTE: 2x4 BRACING AT 24"OC 00N. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -1020/ 3034V -69/ 135H 5.50" 9.85 ROOF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 35'- 9.0" -1239/ 3025V 0/ OH 5.50" 4.89 KDDF ( 625) OVERHANGS: 12.0" 0.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. JT 2: Heel to plate corner = 1.50" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. "* For hanger specs. - See approved plans 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 = 0.401" @ 17'- 6.8" Allowed = 1.742" MAX TL CREEP DEFL = -0.746" @ 17'- 6.8" Allowed = 2.322" MAX HORIZ. LL DEFL = -0.106" @ 35'- 3.5" MAX HORIZ. TL DEFL = 0.164" @ 35'- 3.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 5-11-11 29-09-05 1 1' '1 3-00-04 2-11-07 5-07-08 5-11-09 5-11-09 5-11-09 6-03-01 T f 4020# '( f f '( 'T 12 7.50 M-7x8(5) M-9x10 M-4x8 M-3x8 M-5x10 M-3x6 4 5 6 0.25,r 7 8 9 MW WOO 0 M-1.5x3 3 + + o A aa, A of o / �irllr _ _ WRO rh 10 11 'r 12 13 **14 of M-3x10 M-4x12 0.25" 0.25" M-5x6 M-4x12 M18HS-7x14(5) M18HS-7x14(5) c1,0) PR OFe J. 5-05-14 J. 7-07-04 l 7-05-08 1 7-05-08 J. 7-09 l • ' GI E.E" s'./0 A 1-00 35-09 l �t� :97t72PE _ '/1 JOB NAME : 5019-B POLYGON - El .r Scale: 0.2026 WARNINGS: GENERAL NOTES, unless othenvhe noted: �� CI {�(�/ /� +,a 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 -94,OREGON r•p �. Truss: El and Warning.before construdbn commences. building component Applicability of design parameters and proper ��J/ / 2 2.234 comprepbn web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. "-V C/A h G , y'R 3.AdtlSloal temporary bracing to Insure stability during construction 2 Design assumes the lop end bottom chords to be laterally braced at 7 'l/`� J VV. le the responsibility of the erector.Addgbnel permanent bracing of T o.e.and at f s o.c.reach..sly unlace brand throughout their length by ` continuous bridging ng such es plywood sheathing(TG)and/or drywall(BC). p/t U t '�' ` DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where Mown++ f'"1 L SEQ.: K 15 8 0 9 5 4 4.No load should be applied to any component until after all bracing and 4.Installation of tens I.the responsibility of the respedwe contractor. fasteners are complete and at no time should any pads greater than 5.Design assumes Nunes are to be used in a non-corrosive environment. TRANS ID• LINK design bads be applied to any component. and are for"dry condition"of use. 5.Compnln hoenonerd lover and aeeumaenoresponsibility for ma e.Design assumes full been I tisupponaslwwn.Shimorwedgeit EXPIRES: 12/31/2016 fabrication.handling.shipment and in.taihtlon of components. 7. necessary. .nessumes adequate drainage is provided. December 8,2015 EXPIRES: 8.This design N furnished subject to the limitations set forth by 8.Plates shall be bated on both Aces of truss,and placed so their center TPUWICA In SCSI.copies of which wig be furnished upon request. lines coincide with joint anter tins. 9. MITek USA,Inc./CompuTrus Software 7.6.6(11}E 10.Forrbaelc connector piee ate scol (MITek p designches- see ESR-13/7,ESR•1 g88 ) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-11=(-657) 1836 3-11=( -116) 139 9-15=( -21) 141 BC: 2x4 KDDF #16BT12 SPACED 24.0" O.C. 2- 3=(-2319) 568 11-12=(-716) 2555 11- 4=( -137) 819 15-10=( -384) 1313 WEBS: 2x4 KDDF STAND 3- 4=(-2185) 535 12-13=(-755) 2758 11- 5=(-1003) 269 10-16=(-1508) 450 LOADING 4- 5=(-1802) 496 13-14=(-681) 2481 5-12=( 0) 313 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2633) 670 14-15=(-513) 1721 12- 6=( -199) 78 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2656) 659 15-16=( -52) 67 6-13=( -208) 121 TOTAL LOAD = 42.0 PSF 7- 8=(-1940) 509 13- 7=1 -29) 359 8- 9=( -382) 175 7-14=( -840) 223 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( -445) 179 14- 8=( -93) 813 ALL FLAT TOP CHORD AREAS NOT SHEATHED 8-15=(-1773) 473 -----._--------__ _ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 0'- 0.0" -226/ 1632V -100/ 181H 5.50" 2.61 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 9.0" -179/ 1488V 0/ OH 5.50" 2.38 KDDF ( 625) ** For hanger specs. - See approved plans 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 = -0.159" @ 18'- 4.2" Allowed = 1.742" MAX TL CREEP DEFL = -0.321" @ 18'- 4.2" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.059" @ 35'- 7.3" MAX HORIZ. TL DEFL = 0.097" @ 35'- 7.3" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-11-11 26-00-10 1-08-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T ' I .( load duration factor=1.6, 3-11-07 4-00-04 5-01-01 5-03-08 5-03-08 5-03-08 5-01-01 1-08-11 Truss designed for wind loads f f 1' '1 'f , , , I in the plane of the truss only. 12 12 .S17.50 7.50 M-5x6(S) M-4x6 M-4x6 M-3x4 0.25" M-3x4 M-3x5 5 y 6 7 8 M-9x4 NO M-1.5x3 3 \/\/\/N az 0 I el0 I uz mi o 0 - 11 12 13 14 15 **16 I M-3x5 M-3x8 M-3x4 M-3x4 M-3x4 M-4x8 0 M18HS-3x18(5) M-1.5x3 k l l l l l l c(} PRQLr 7-07-07 6-09-02 6-07-06 l 6-07-06 6-09-02 1-04-07 *''' .c,, � `�tS l co 20-00 15-09 l ENGINE /� 1-00 35-09 G�/ 897827E 1<"� JOB NAME : 5019-B POLYGON - E2 • _GA( Scale: 0.1745 _ WARNINGS; GENERAL NOTES, uNese otherwlee noted: v rt,�� 1.Builder and erection contractor should be advised of a8 General Notes 1.This dedgn is based only upon the parameters swoon end Is for en Individual -9A_OREGON o Q`.. Truss: E2 end Warnings before construction commences. building component.Applicability ofdesign parameters and proper �I//. 2.2s4 compression web bracing must be Installed where Mown 0. incorporation of component Is the rasponaiblw/of the building daelgner. +'!f ..C/q Py 1E /, 3.Additional temporary bracing w Insure staMlly dunng comlNcllon 2.Design assumes the top and bottom chords to be laterally braced at �T. _\�', Is the re elbllly of the eredar.Adtllbnel nt br.d f 2 g c.and et 70 o c.respectively unless braced throughout their length by `V epos permanent ng o continuous sheathing such as plywood eheethhm(TC)and/or drywal(BC). PA l 1 L v DATE: 12/8/2015 the overall structure I.the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown e a 'l V 1+ SEQ.: K 15 8 0 9 5 5 4.No load should be applied In any component mil after al bracing and 4.Installation of tinea Is the responsibility of the respective contractor. fastener,are complete and at no time eheuld any wade greater than 5.Design assumes trusses are to be used In a non-corrosive environment. T RAN S I D: LINK design wade be applied to any component. and anee r dry conditionof use. wedge 5.CompuTrue has no control over and assumes no reeponalallly for the e.Dee .come.full bearingt 1 supports engwn.Shim or cow if EXPIRES: 1213112016 every. December p 8 fabriutwn,handling.shipment and Installation of components. 7.Design assumes adequate drainage Is prodded. D@CB ,2015 8.This design is mmirded subject to the limitations set forth by 8.Plate,shall be located on both faces of buss,and placed so their center TPINITCA in BCSI,copies of which WI be furnished upon requeet. lines coincide with joint center lines. 9.Digits Indlute 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,EBR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-11=(-657) 1836 3-11=( -116) 139 9-15=( -21) 191 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2319) 568 11-12=(-716) 2555 11- 4=( -137) 819 15-10=( -384) 1313 WEBS: 2x4 KDDF STAND 3- 4=(-2185) 535 12-13=(-755) 2758 11- 5=(-1003) 269 10-16=(-1508) 950 LOADING 4- 5=(-1802) 496 13-19=(-681) 2481 5-12=( 0) 313 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2633) 670 14-15=(-513) 1721 12- 6=( -199) 78 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2656) 659 15-16=( -52) 67 6-13=( -208) 121 TOTAL LOAD = 92.0 PSF 7- 8=(-1940) 509 13- 7=( -29) 359 8- 9=( -382) 175 7-14=( -840) 223 NOTE: 2x4 BRACING AT 29"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( -445) 179 14- 8=( -93) 813 ALL FLAT TOP CHORD AREAS NOT SHEATHED 8-15=(-1773) 973 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -226/ 1632V -100/ 181H 5.50" 2.61 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 9.0" -179/ 1488V 0/ OH 5.50" 2.38 KDDF ( 625) ** For hanger specs. - See approved plans ICONS. 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 = -0.159" @ 18'- 4.2" Allowed = 1.742" MAX TL CREEP DEFL = -0.321" @ 18'- 4.2" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.059" @ 35'- 7.3" MAX HORIZ. TL DEFL = 0.097" @ 35'- 7.3" Design conforms to main windforce-resisting 9-11-11 22-00-10 3-08-11 system and components and cladding criteria. 3-11-07 3-09-12 5-03-08 5-03-08 5-03-08 5-03-08 5-03-08 1-06-03 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f f f f f f f f I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 8-00 1-09 Truss designed for wind loads .t' 1' .' f in the plane of the truss only. 12 12 7.50 Q 7.50 M-5x6(5) M-4x64 M-3x4 0,25" M-3x9 M-3x5 M-9x6 y s y 4 7 B �14-9x9 M-1.5x3 3 \/\/\/11111IN 0 1 O) 0 1 io c 0 4 sae v L__-v r eta if 0 11 12 13 14 15 *16 o M-3x5 M-3x8 M-3x4 M-3x4 M-3x4 M-4x8 M18HS-3x18(5) M-1.5x3 y y y y y GRPR V pe7-07-07 6-09-02 6-07-06 6-07-06 6-09-02 1-04-07 4 0,o y l y �• NGtN1LF 20-00 15-09 � 1 1-00 3s-o9Ct. •9732PE �< JOB NAME : 5 019-B POLYGON - E3 .ir -'...'' Scale: 0.1795 ® MINI WARNINGS: GENERAL NOTES, unteseotherwtse noted V / 4/) 1.Builder and arediun contrador Mould be advised of all General Notes 1.Thls design Is based only upon the parameters Mown and Is for an individual -p.,4,OREGON msNs Truss: E 3 and Warnings before candructlan commences. building component.Applicability of design parameters and proper /� In 4 2 2v4 compression web bracing must be instelbd whereshown+. Incorporation of component IS the responsibility oftlro bidding designer. .as/ C/q r„ ,� �"' ` 3.Additional temporary bracing to Insure stability during construction 2.Deelgn assumes the top and bottom chords to be laterally braced at t{ ``, Is the responsibility of the erecter.AdditlaMl permanent bradng of 2'Au end et 10 a.c.respectNsly unless braced throughout their length by ``•N DATE: 12/8/2015 the overall structure la there responsibility f the building de Zd!macontinuous ahging or such es plywood required here)and/or drywel(BC). /i.,'+t open ry o g signer. 3.ze!mad bridging or lateral bradng rwmred where Mown,. t"'1 V L SEQ.: K 15 8 0 9 5 6 4.No load Mould be applied to any component until after al bradng and 4.Inatallatbn of truss Is the naaponaibiity of the reapedNe contractor. fasteners are complete and at no time Mould 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. y 5.CompuTnie hes no control over end assumes no responsibility kr the 6.Design assumes mil bearing al ail supporta kwvm.Shim or wedge If EXPIRES: 12/31/2016 fabrkatlen,handling,shipment and installation of components. 7.oeagna�,mes adequate drainage h provided. December 8,2015 8.TN.design Is furnished subject to the limitation set forth by 8.Plates shag be located on both faces of truss,and placed an their center TPONICA In BCSI,copies of which will be furnished upon request. Anes coincide with Joint center Ones. 9.Digits Indicate size of plats In inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-Z 10.For basic connector plate design values see ESR-131 f,ESR-7998(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #166TR LOAD DURATION INCREASE = 1.15 1- 2=(-2349) 517 1- 9=(-506) 1918 9- 2=( 0) 226 12- 7=( -8) 513 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2- 3=(-1944) 517 9-10=(-507) 1916 2-10=(-361) 189 7-13=(-1624) 405 WEBS: 2x9 KDDF STAND 3- 4=(-1561) 991 10-11=(-419) 1831 10- 3=(-131) 679 13- 8=( -109) 82 LOADING 4- 5=(-1766) 526 11-12=(-387) 1683 10- 4=(-450) 136 TC LATERAL SUPPORT <= 12"OC. 0001. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1169) 906 12-13=(-248) 903 9-11=( -90) 116 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1933) 428 11- 5=( 0) 383 TOTAL LOAD = 92.0 PSF 7- 8=( -83) 93 5-12=(-852) 236 6-12=( -91) 469 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -196/ 1508V -159/ 210H 5.50" 2.41 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 35'- 9.0" -190/ 1495V 0/ OH 5.50" 2.39 KDDF ( 625) ** For hanger specs. - See approved plans '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 = -0.091" @ 17'- 3.1" Allowed = 1.742" MAX TL CREEP DEFL = -0.183" @ 17'- 3.1" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.094" @ 35'- 5.5" MAX HORIZ. TL DEFL = 0.072" @ 35'- 5.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 11-11-11 16-00-10 7-08-11 6-02-15 5-08-12 5-03-06 5-05-14 5-03-06 3-11-09 3-09-02 T T T T f T T 'I 12 12 7.50 M-4x6 M-3x4 M-3x4 M-9x6 Q 7,50 3 4 5 `� M-3x5 0 M-3x4 + + M-1.5x3 111111111111111N. \/ I o 0,(- 0 c J� , 9 ase., 40 e m 0 1** 9 10 J,1 12 ""13 II M-3x5 M-1.5x3 M-3x8 0.25 xi M-3x5 o M-5x6(S) Y,0) F'R04, l l l l 1 l c�' INS' 'S% y 6-01-03 5-06=09 8-04-09 8-04-09 7-04-07 y ,N 4R �� 4.7 35-09 897 PE r JOB NAME : 5019-B POLYGON - E4 - ; .r• - Scale: 0.1778411111 >1l: WARNINGS: GENERAL NOTES, unless otherwise noted: Gem OREGON J1/� 4' 1.Balder and creation contractor should be advised of el General Notes 1.This building component.based Anty upon the of parameters algn pereme rr arM prorar Individual I, OR E G©N (".N" Truss: E4 and Warnings before censirudon commences. V 2.204 compression web bracing must be installed sAere shown" Incorporation of component b the responsibility of the building designer. .9 Cl A ly,l IG ' �, 3.Additional temporary bracing to insure siaNlly tlurtng conshucibn 2.Msign assumes the top end bottom chole to los latenly braced at 7 '7/"(Y J of erector.Additional permanent bredng of 1 c.c.and at 70 ex.respectively unless bread throughout their length by b me responsibility a continuous sheathing such as plywood sheathing(TG) wa sheathing(TG)end/or dr l(80). rS-AUL L " DATE: 12/8/2015 the overall structure Is the responsibility of the bolding designer. 3.2s Impact bridging or lateral bracing required where shown a a �`1�,/1.. SEQ. : K1580957 4.Noload should be addled toany component until after albracing and 4.IneNlatlanateusistherspowM�efthin fi w`pattivvecontractor.ve vnem fasteners aro complete and at no time should any loads greater man endue los"dry traces.re to be TRANS I D: LINK deign load.be applied to any component. e.Design assumes full bearing at el supports shown.Shim or wedge if f} J� )Y] I Q 5.CampuTrushas nocontrol over end assumes norespontbllyfor tM co�D, EXPIRES: 12/3.1/2016 febriratlon,handling.shipment and installation of components. 7.Design assumes adequate drainage Is presided. December 8,2015 8.This design Is fuml.hed subject to the limitations set forth by 8.Plates shall be located on both feces of buss,end placed.5 their center TPI/WICA in SCSI,copies of which will be furnished upon request. Ines coincide with Joint canter lines. 9.Digits Indicate aSe of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate dean values see ESR-1371,EBR-1988(MITA) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2349) 625 1-11=(-580) 1930 11- 2=( 0) 226 15-10=(-109) 85 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2- 3=(-1949) 632 11-12=(-581) 1928 2-12=( -361) 175 WEBS: 2x9 KDDF STAND 3- 9=( 0) 0 12-13=(-524) 1840 12- 3=( -135) 673 LOADING 3- 5=(-1572) 581 13-14=(-984) 1682 12- 5=( -958) 148 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1770) 626 14-15=(-300) 903 5-13=( -90) 116 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1177) 976 13- 6=( 0) 397 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 6-14=( -860) 269 8- 9=(-1433) 518 8-14=( -83) 478 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( -83) 94 14- 9=( -33) 510 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-15=(-1624) 999 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -261/ 1508V -160/ 211H 5.50" 2.41 KDDF ( 625) ** For hanger specs. - See approved plans 35'- 9.0" -270/ 1495V 0/ OH 5.50" 2.39 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.091" @ 17'- 3.1" Allowed = 1.742" MAX TL CREEP DEFL = -0.183" @ 17'- 3.1" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.044" @ 35'- 5.5" MAX HORIZ. TL DEFL = 0.073" @ 35'- 5.5" Design conforms to main windforce-resisting system and components and cladding criteria. 13-11-11 12-00-10 9-08-11 Wind: 190 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f .f f f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 6-02-15 5-06-04 2-02-08 3-03-06 5-05-14 3-03-06 2-02-08 3-09-02 3-09-02 Truss designed for wind loads ' 1' 1 1' 1 1 1 1' 1' in the plane of the truss only. 12-00 'r7-09 4 7 4 T 12 M-4x612 7.50 3 M-3x4 M-3x4 M-4x6 5 6 Q 7.50 M-3x5 M-3x4 + + 7-1.5x3 -m 0 io 0 0 I d' raw \/ 0 01, M -� 12 0.25'3 14 **15 M-3x5 M-1.5x3 M-3x8 M-3x8 M-3x5 y �r 40� PRD�FS M-5x6(S) } ) y y 6-01-03 5-06-04 8-04-09 y 8-04-09 y 7-04-07 y S\ ,` 9' 0 CaIN 'T �/b�y, 35-09 '�'C! "Y " :9782PE fir'' JOB NAME : 5019-B POLYGON - E5 • • 1. Scale: 0.1778 AllWA1RNINGS: O. hRAe hunion onMrwtse noted: .�EG � Truss: E 5 Bugger and erasers controaor.hould be advised orae General Na.. ThIs design ts based only awn the parameters ere should and is for an individual •. and Warnings before conatrucllon commences. bonding component.Applicability of design parameters and proper G Q Nr 2.204 compression web bracing must be Instated when.shown*. Incorporation of component Is the responsibility of the bolding designer. q.e �R Y At r J 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top end bottom charts 10 w laterally braced at 779. lathe responsibility of IM erector.Additional permanent bracing of 7 sc.and at 10'o c reapeclbely unless braced throughout their ength by DATE: 12/6/2015 the overall structure is them 201conpct swelling such tes bplyvrooeuiredwg(e sown.drywse(BC). w C3.� responsibility of the ntt 05c designer. 3.2s Impact ben nos or thtenet braang required where shown** /4 UL S` SEQ. : K 15 8 0 9 5 8 4.No bad should be applied to any component camp after all brodng and 4.Installation of truth is the reapanabimy of the respectMe codreaor. fasteners are compete and at no em should any mads greater than 5.Design assumes trues.s are to be used Inc non-corrosive environment. TRANS ID: LINK design loads be applied to any component. and are for drycondition.oluse, 5.CompoTrus hes no control over and assumes no responsibility for the S.Design assumes mil bearing al all supports shown.Shinn or wetlga If EXPIRES.. 12/31/2016 fabrication,handling shipment and Installation of components. necoanry. 7.Desig8.This design is furnished subject to the limitations set forth by 8.Pk esnshal be locatedloadequoneboth facosls ogusts,and placed so their tamer December 8,2015 TPW.ICA In SCSI,copes of which wIN be furnished upon request. Ines coindde with joint center lines. MITek USA,Inc./Com Trus Software 7,6.61L E 9.Digits indicate see of pea In inches. Ica ( )- 10.For basic connector plate design values sae EOR-1311.ESR-7988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2344) 625 1-11=(-580) 1930 11- 2=( 0) 226 15-10=(-109) 85 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1944) 632 11-12=(-581) 1928 2-12=( -361) 175 3- 4=1 0) 0 12-13=(-524) 1890 12- 3=( -135) 673 WEBS: 2x9 KDDF STAND LOADING 3- 5=(-1572) 581 13-14=(-484) 1682 12- 5=( -958) 148 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1770) 626 14-15=(-300) 903 5-13=( -90) 116 BC LATERAL SUPPORT <= 12"00. EON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1177) 976 13- 6=( 0) 397 TOTAL LOAD= 42.0 PSF 7- 8=( 0) 0 6-14=1 -860) 269 8- 9=(-1933) 518 8-19=( -83) 978 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( -83) 94 14- 9=( -33) 510 9-15=(-1624) 499 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -261/ 1508V -160/ 211H 5.50" 2.41 KDDF ( 625) 35'- 9.0" -270/ 1495V 0/ OH 5.50" 2.39 KDDF ( 625) M-1.5x4 or equal at non-structural vertical members (uon). '" For hanger specs. - See approved plans !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.091" @ 17'- 3.1" Allowed = 1.792" MAX TL CREEP DEFL = -0.183" @ 17'- 3.1" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.094" @ 35'- 5.5" MAX HORIZ. TL DEFL = 0.073" @ 35'- 5.5" Design conforms to main windforce-resisting 15-11-11 8-00-10 11-08-11 system and components and cladding criteria. 6-02-15 5-06-04 2-02-08 3-03-06 5-05-14 3-03-06 2-02-08 3-09-02 3-09-02 Wind: 190 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f 1 ' . 1' f ` f '1 .' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12-007-09 Truss designed for wind loads . T N1-4x4NI-4x4 ' '( in the plane of the truss only. 12 i 12 7.50 4 Q 7.50 M-4x6 M-4x6 M-3x4 M-3x4 CO 3 5 6 m .17 111111\1111111111111111N- \/ ],:4-3x5M-3x4 + 11•5x3 )0I00m1:*M-3x5 M-111 12 5x3 M-3x8 0.253 M-3x8 M-3x514 M-5x6(S) ; .c,,vo P op. y y y y ‘,\GI V../2 6-01-03 5-06-04 8-04-09 8-04-09 7-04-07 4v � y .1' . 17 35-09 , :9782 E JOB NAME : 5019-B POLYGON - E6 • '-'r• t 0 Scale: .1778 'v WARNINGS: GENERAL NOTES, uses otherwise noted: 7 �� hyo 1.Balder end erection contrador Mould be advised OBI General Notes 1.This design Is based only upon the parameters shown and Is for an individual �A. EGON V �. Truss: E6 and Warnings before conetrudbn commences. building component.Applicability of design parameters end proper lir 'kr'r' r (}s 2.2x4 compression web bracing must be Installed where Moon+. mwrporotbn of component Is the responsibility of to balding designer. v 4,. 3.Addthonel temporary bracing to Insure debility during construction 2.Deign assumes the tap and bosom shone io a leleragy brood al Irr 11464'.4 _1`(y� by Is the respanstbility'e Me erector.Additional permanent brain 1 • T ntino.ou d ea o.c.such as ply antes brood(TC)and/or Iheir lengm). �A U L ``� pe g o continuous Maatbing such as plywood sheathing(TC)end/or drywal(BC). `i DATE: 12/8/2015 the overall structure Is the responstbRty of the building designer. 3.2x Impact bridging or lateral bracing required where Mown++ 4.No load should be applied to any component until after Cl bradng and 4.Installation of true Is the responsibility of the respecdve nentredor. SEQ.: K 15 8 0 9 5 9 fasteners are complete and at no time should any leads greater men 5.Deign assumes truss aro to be used lee non-corrosive environment, deign bade be applied to any component. and are for•dry condition.of use. �/pp �'+ 12/31/2016/�(q (y�/'{.4 TRANS ID: LINK B.Design assumes lull bearing at all supports shown.Shim or wedge II EXPIRES: IG/31 `201 5.CompuTrus has no control over and oedemas no responsibility for the mmnsary, fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage 4 prodded. December 8,2015 8.This design is furnished subject b the limitations sat forth by 8.Plates shall be looted on both faces of truss,and placed so their center TPI/WICA In SCSI,copies of which vol be furnished upon request. lines g Digits coincide with joint ioplate eater lines. MTek USA,Inc./CompuTrus Software 7.6.6(IL)-Z 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 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #168TR LOAD DURATION INCREASE = 1.15 1- 2=(-2344) 850 1-11=(-742) 1946 11- 2=( 0) 226 15-10=(-109) 88 BC: 2x4 KDDF #168TR SPACED 24.0" O.C. 2- 3=(-1944) 861 11-12=(-743) 1945 2-12=( -361) 158 WEBS: 2x4 KDDF STAND 3- 4=(-158B) 769 12-13=(-802) 1859 12- 3=( -226) 676 LOADING 3- 5=( 0) 0 13-14=(-745) 1676 12- 4=( -457) 287 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 7=(-1776) 898 14-15=(-409) 903 4-13=( -100) 136 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=( 0) 0 13- 7=( -24) 433 TOTAL LOAD = 42.0 PSF 7- 8=(-1188) 620 7-14=( -860) 450 ---------"---- ------------ 8- 9=(-1433) 692 8-14=( -156) 480 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( -83) 95 14- 9=( -119) 508 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-15=1-1624) 692 BOTTOM CHORD CHECKED FOR A 20 POP LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX BORE BRG REQUIRED BAG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POE. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -398/ 1508V -161/ 213H 5.50" 2.41 KDDF ( 625) M-1.5x4 or equal at non-structural 35'- 9.0" -438/ 1495V 0/ OH 5.50" 2.39 KDDF ( 625) vertical members (uon). ** For hanger specs. - See approved plans '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 = 0.106" @ 12'- 0.0" Allowed = 1.742" MAX TL CREEP DEFL = -0.185" @ 17'- 3.1" Allowed = 2.322" 0-08-10 0-08-10 MAX HORIZ. LL DEFL = -0.048" @ 35'- 5.5" MAX HORIZ. TL DEFL = 0.073" @ 35'- 5.5" 17-11-11 4-00-10 13-08-11 T 1' 1' 1' Design conforms to main windforce-resisting 6-11-09 11-00-02 10-00-05 7-09 system and components and cladding criteria. 6-02-15 5-06-04 5-05-14 4-00-10 5-05-14 3-09-02 3-09-02 Wind: 140 mph, h=24.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1' 1' 1' 1 1 1f 1' 1' 1' ' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12-00 7-09 load duration factor=1.6, Q 1f 5 6 T ,f Truss designed for wind loads 12 12 in the plane of the truss only. 7.50 F77 Q 7.50 M-4x6!.1 M-3x4 M-3x4 1``-4x6 4 A M-3x5(5) M-3x5 M-3x4 _, M-1.5x3 0 ,,, 0 o 0In 1** 11 1213 14 *K5 of M-3x5 M-1.5x3 M-3x8 0.25" M-3x8 M-3x5 1 l l Msxy(s) 1 J. c�' ��``G N ��F0,0 y 6-01-03 5-06-04 8-04-09 8-04-09 7-04-07 y 44:7' 6) :°A_ 35-09 '. .:9 82PE '19r JOB NAME : 5019-B POLYGON - E7 " y Scale: 0.1653 WARNINGS: GENERAL NOTES, unless otherwlse noted I% Truss: E 7 1.Builder and eredbn contractor should be advised dell General Notes 1.The design is based only upon the parameters shown and•for an individual -9 •`EGO N and Warnings before conduction commences building component.Appllcadlfy of design parameters and proper ' �e" 2.244 compression vrob bracing must be Installed where shown*. incorporation of component Is the responsibility of the balding designer. --Y/9,, .[J ( a4 G 3.Addmanel temporary bracing to Insure Mebldy during construction 2.2 0.0.assumes the top end bdom drone is d I laterally braced at 7 'otrl J is the responstbility of the erector.Additional pemunent bracing St 2 0.0.end at iG o c reapecihely unless braced throughout their length by DATE: 12/8/2015 the ovens structure Is the responsibility of the handl designer. continuous sheathing such es plywood ahaelhing(TC)005 c dryweg(BC). �'.}/(' +t V1/4 •Po p ng 3,2a Impact bddging or lateral bracing required where shown*+ r•1 1.,/4. SEQ.: K 15 8 0 9 6 0 4.No load should be applied to any component until alter all bracingand 4.Installation of Imes Ie the rogtonstbllty of the reepedse contractor. fasteners Sr.complete end et no time should any bads greater ten 5.Design assumes trusses ere to be used In a 0onoonostve environment, s be applied to any component. end are for"dry condition"of use. TRANS I D: LINK design•a ds A Design assumes hal bearing at ail support.shown.Shim or wedge if 5.CompuTrmens.no control over end assumes no responsIdlity for the ne�ess,ry EXPIRES: 12/31/2016 /abrkation.handling,shipment and installation of component.. 7.Design assumes adequate drainage Is prodded. December 8,2015 8.This design is furnished subject to the limitations set forth by 8.pletes shell be located on both feces otter..,and placed so their center TPNMCA in SCSI,copies of which w18 be fumlahed upon request. Ines coincide with joint anter Ilnea. 9.MITek USA,Inc./CompuTrus Software 7.6.6(1L(-E to.sew basic ta connectorllate de late in fawns.. p stn^values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 92-00-00 MONO HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF N16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 60 2-12=(-2996) 7979 12- 3=( -856) 2506 17- 8=( -68) 910 2x9 KDDF 141&BTR T1 2- 3=( -9520) 3430 12-13=(-2676) 7082 3-13=(-1056) 428 8-18=(-1088) 664 BC: 2x6 KDDF(41&BTR LOADING 3- 4=( -7016) 2662 13-14=(-3808) 9918 13- 9=( -986) 2792 18- 9=( -608) 1889 WEBS: 2x4 ROOF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( -5936) 2290 14-16=(-4880) 11904 13- 5=(-4192) 1790 9-19=(-2924) 1369 2x4 KDDF k16BTR A TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=( -9596) 3890 15-17=( -334) 816 5-14=( -530) 1696 19-10=( -802) 2592 TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 92'- 0.0" V 6- 7=(-11768) 4796 17-18=(-4378) 10522 14- 6=(-2778) 1236 10-20=(-5980) 2524 TC LATERAL SUPPORT <= 12"OC. UON. BC SNIP LI.) 0.0)+DL( 40.0)= 90.0 PLF 0'- 0.0" TO 42'- 0.0" V 7- 8=(-10878) 4438 18-19=(-3598) 8582 6-16=( -276) 994 20-11=( -332) 238 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=( -9990) 4058 19-20=(-2186) 5128 15-16=( 0) 120 TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 9-10=( -6398) 2588 16- 7=( -394) 952 10-11=( -50) 59 16-17=(-4166) 10190 NOTE: 2x9 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7-17=(-1198) 726 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -1243/ 3576V -70/ 135H 5.50" 5.72 KDDF ( 625) 92'- 0.0" -1954/ 3533V 0/ OH 5.50" 5.65 KDDF ( 625) ** For hanger specs. - See approved plans ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. _/r nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 2 row(s) throughout 2x6 top chords, MAX LL DEFL= -0.001" @ -1'- 0.0" Allowed= 0.100" A 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX TL CREEP DEFL= -0.001" @ -1'- 0.0" Allowed= 0.133" \M\/ 9" oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL= 0.463" @ 19'- 1.3" Allowed= 2.054" MAX TL CREEP DEFL = -0.861" @ 19'- 1.3" Allowed = 2.739" MAX HORIZ. LL DEFL = -0.138" @ 41'- 8.5" MAX HORIZ. TL DEFL = 0.214" @ 41'- 8.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 5-11-11 36-00-05 07 End vertical(s) are exposed to wind, f f fTruss designed for wind loads 2-09 3-02-1 -06 4-03-15 5-01-04 5-10-07 5-06-15 5-06-15 5-10- in the plane of the truss only. T T T T T T T T T 12 M-7x8(5) 7.50 M-5x6 M-3x8 M-3x5 M-3x4 0.25" M-3x5 M-3x10 M-1.5x3 5 6 7 f. 8 9+ 10 11 io M-3x8doe �, \\! o d' M-3x10 M-3x5 o 615 17 18 19 20 II M-6x8 o M-1.5x3 M-7x18 0.25" M-3x5 M-3x10 0 2X WEDGE M-7x10 M-7x8(5) �(( PROF s� W/(2) M-2.5X4 TYP. V r Vt- 43.75 12 l y l ,' y el' 1 l 1 04 /O l 2-05-08-00-06 4-05-11 4-02-03 y 5-01-04 7-07 7-05-04 7-08-12 C, 'fi 'T 1-y 05-08 11-06-08 28-00 y £' 89782PE r" 42-00 . JOB NAME: 5019-B POLYGON - F1Scale: 1/8" �yt Kj✓�G' ` WARNINGS: GENERAL NOTES, unless otheteine noted. ,9 -74,OREGON �.1.. �, 1.Balder and erection cantr•dor Mould be advised or al General Notes 1.This design Is based only upon the parameters shown and A for an individual +r'1 V'Q[� '�. . Truss: Fl and Warnings before construction commences. building componem.Applicability of design parameters and proper 7 r a l 2.244 compression wnb bracing must be Installed where shown+. Incorpa tIn of component b the roepe siBllry or the building assigner. /[�� 3.Addleonel temporary bracing to Insure stabllly during construction 2.Design assumes the tap end bottom chortle to be letera19 braoed et ` Pig u L by N the responsibility of the erector.Additional permenem bndng of continuous eheethingrsuch as eplywood eheathing(Tc(and/or dryselly unless Owed throughout their (C). 4.I L DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3,2i loped bridging or lateral bracing required where shown Os SEQ.: K1580961 4.No load should be applied to any component until after albradngand 5.4.Dedietanamussisthhe• �wblubeithrespective �ees aer.environment, yry pC� lf� rj l ry/�l fastener.en complete and at s time Mould any beds greater thanand aregn ssume fortify condition"or use. .EXPIRES. IL1e71�2016 TRANS I D• LINK design bads be applied to any component. 8.Design assumes lug bearing et al supports shown.Shim or Hedge if 5.Compulrus he.no control over and assumes no responsibility for the neSe,,,y. December 8,2015 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is prodded. 8.This design I.fumle red subject to the limitations set forth by e.Plates Mall be located on both faces of truss,and placed as their center TPIWrCA in SCSI,copies of Hhkh wig be furnished upon request. lees coindde with)Dint center lines. 9.Digits Indicate alts of plate in inches. MiTek USA Inc.ICompuTrus Software+7.6.6SP1(1L)-E 70.For basis connector plate design values see ESR-1311,ESR-7986(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2278) 999 1- 8=(-447) 2006 2- 8=(-303) 246 6-11=(-1611) 409 BC: 2x4 ROOF #16BTR SPACED 24.0" O.C. 2- 3=(-2096) 506 8- 9=(-295) 1618 8- 3=( -65) 577 11- 7=( -59) 55 WEBS: 2x4 KDDF STAND 3- 4=(-1346) 951 9-10=(-238) 1215 3- 9=(-759) 300 LOADING 4- 5=(-1360) 948 10-11=(-215) 762 9- 4=(-284) 1027 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)001( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1406) 366 9- 5=(-330) 228 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -59) 75 5-10=(-271) 177 TOTAL LOAD = 42.0 PSF 10- 6=( 0) 628 ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ ERG REQUIRED ERG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -236/ 1508V -286/ 338H 5.50" 2.41 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 35'- 9.0" -231/ 1495V 0/ OH 5.50" 2.39 RODE ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.088" @ 13'- 3.6" Allowed = 1.742" MAX TL CREEP DEFL = -0.171" @ 10'- 2.6" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.091" @ 35'- 5.5" MAX HORIZ. TL DEFL = 0.065" @ 35'- 5.5" 20-00 15-09 T f f Design conforms to main windforce-resisting 6-10-14 6-05-11 6-07-07 6-07-07 6-07-03 2-06-06 system and components and cladding criteria. 1' 1' 1' 1' ' 1 f Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.50 17 M-4x6 ' 7 50 load duration factor=l.6, Truss designed for wind loads 4.0„ in the plane of the truss only. 9 4c+( it\ M-5x6(5) 0.25" M-3x9 3 41.77 ' M-1.5x3 1i15x3 ilf/NAkA 0 V O a OI 0 1** 8 9 10 1.1 --/� of M-3x5 M-3x9 0.25" M-3x4 M-3x4 �0 ryROfiFtr M-5x8(S) (f- C y y y y y 4,f"- G#N �'X4 y 10-02-10 9-09-06 9-09-06 5-11-10 y 35-09 8•782 PE fir" • JOB NAME : 5019-B POLYGON - E8 ///////// Q/\\/�/� Scale: 0.1653 ' ,/ • 9.7e -sem WARNINGS: GENERAL NOTES, unless athefweenoted: y 40 1. OREGON)N Truss: E8 Builder and erection comndor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for an IndNWual r(�e S and Warnings before construction commences building component.Applicability of design pa ameters and proper y 2.Additional web bracing must be installed where shown*, incorporation of component Is the responsibility of the building designer. /� pv /✓ 2 Design assumes theto d bottom chords to be laterally braced at GAa l I' -{+tyl 3.Additional temporary bracing to Insure tlabllW during construction p an V Is the rospontlNlity of the erector.Additional permanent bracing of T o.c.and at 75 e 0.0.raspecls ply edeas braced throughout their length by DATE: 12/8/2015 the overall structure is the re continuous sheaming such as plywood snee wherec)ad/or drywall(BC). A Ut �1 responsibility of the Melding designer. 3.2r Implied bridging or Wend bracing required *home** {., SEQ.: K 15 8 0 9 6 2 4.No load should be applied to any component until after al bredng end 4.Installation of truss Is the fespontlNlty of the respectNe contractor. fasteners are complete end at no time should any loads greater then E.Design Resumes trusses are to be used in a non-corrosive environment. TRANS I D: LINK design loads be applied to any component. and are for"dry condmon"of use. 5.CampuTrushas nocontrol over and assume.noresponsibility for the 8 Design assumes fullbeedngalsigsupportsshown.Shimorwedgeif EXPIRES: 12/31/2016 fabrication,handling.shipment and installation of components. necessary. 7.Desig8.This design Is furnished subject to the limitations set forth by 8.Platesnshal be eumuses�duonebath facesdrainagelo trruvsa end placed so their center December 8,2015 TPIWI CA In ECM,copes of which will be furnished upon request. Ines coincide with joint center lines. 9.Digits indicate size of pee in Inches. MTek USA,IOC./CornpuTruw Software 7.6.6(1L)-E 10.Forbasic connector plate design values eee ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 60 2-14=( -645) 3765 3-14=( -231) 315 12-2D=(-2031) 8907 2x6 KDDF #1EBTR T3 SPACED 24.0" O.C. 2- 3=( -4614) 849 14-15=( -546) 3540 14- 4=( -144) 417 3- 4=( -4404) 864 15-16=( -615) 4047 4-15=( -498) 393 BC: 2x6 KDDF #1&BTR; 2x10 KDDF #166TR B3 LOADING 9- 5=( -3939) 873 16-17=( -615) 4097 15- 5=( -315) 171 WEBS: 2x4 KDDF STAND; LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 17-18=(-1332) 6897 15- 7=(-1395) 354 2x10 KDDF #2 A DL ON BOTTOM CHORD = 10.0 PSF 5- 7=( -3285) 777 18-19=(-1977) 9630 16- 7=( 0) 327 TOTAL LOAD = 42.0 PSF 7- 9=( -4389) 1038 19-20=(-3255) 14931 7-17=( -339) 888 8- 9=( 0) 0 20-13=(-3498) 16005 9-17=( -459) 2364 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. LL = 25LL PSF Ground Snow (Pg) 0-11=( -5265) 1173 10-18=(--900) 176 CO ADDL: BC CONC LL+DL=10493.0 LBS @ 42'- 1.5" 11-12=( -8313) 1800 18-11=( -900) 4176 11-12=(-11709) 2547 18-11=(-4695) 1113 NOTE: 2x4 BRACING AT 24"OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 12-13=(-19137) 4221 11-19=(-1278) 5541 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 19-12=(-6885) 1659 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) OVERHANGS: 12.0" 0.0" 0'- 0.0" -542/ 2908V -248/ 255H 5.50" 4.65 KDDF ( 625) 46'- 3.0" -2551/ 11586V 0/ OH 5.50" 18.54 KDDF ( 625) ( 3 ) complete trusses required. Join together 3 ply with 3"x.131 DIA GUN nails staggered at: JT 13: Heel to plate corner = 1.50" 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 2x6 top chords, --4- 9" oc in 2 row(s) throughout 2x6 bottom chords, 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. '"HANGER BY OTHERS TO APPLY CONC.LOAD(S)EQUALLY 9" oc in 3 row(s) throughout 2x10 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 TO AL MEMBERS.PROJECT ENGINEER TO REVIEW AND INSURE `A A/ 9" oc in 3 row(s) throughout 2x10 webs. MAX LL DEFL = -0.000" @ -1'- 0.0" Allowed = 0.100" THAT CONNECTION TRANSFERS LOAD TO PLY OPPOSITE HANGER.X X X MAX TL CREEP DEFL = -0.000" @ -1'- 0.0" Allowed = 0.133" /V V` MAX LL DEFL = 0.102" @ 35'- 10.1" Allowed = 2.267" MAX TL CREEP DEFL = -0.312" @ 35'- 10.1" Allowed = 3.022" MAX HORIZ. LL DEFL = -0.027" @ 45'- 9.5" MAX HORIZ. TL DEFL = 0.063" @ 45'- 9.5" 17-05-11 11-03-10 17-05-11 Design conforms to main wsmdforce-resisting 5-05-12 0-10-01 and components and cladding criteria. -07-13���(f 6-00-15 2-11-09 6-02-02 14-11=12 5-07-13 0-10101 3100-S-1-06-04 Wind: 140 mph, h=29.6ft, TCDL=4.2,BCDL=6.0, ASCE 7=10, 1' 1' 1' '1 1 1' 41' f--1 I ' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 17-00 17-00 Truss designed for wind loads 4 1' 1' 1' in the plane of the truss only. 12 M-4x6 s M-3x8 8 M-4x6 12 7.50 ZM-5x6(S) 5, 7 Q7.50 0.25"4'/ o-3x6 M-5x8(5) 0"25" M-1.5x33 .1 M-9x12 o ` 50 j�3 0 rn o c 1� 4 154 1 4 ie oo of M-3x4 M-Mx4 0.25" M-1.5x3 M-3x8 0.25" b 4x10 to 0 M-7x8(S) M-12x14(S) '<:<;l VO PR OFr M-4x6 r M-116493#, �C.cJ �� �:� f��9 y l 1 1 l l 7 y V 8-11 7-06-14 6-07-10 6-07-10 6-00-153-02-8900-143-01-0 �,. : �,,.• ll 97 82P E 1-00 46-03 , JOB NAME : 5019-B POLYGON - F1GIRD -�f• Scale: 0.0881 . . WARNINGS: GENERAL NOTES, unless othensise noted: by s G/`Y f�l Tom t.Bugler and erection Contractor should be advised of ae General Notes 1.This design N based only upon the parameters shovm and Is for en Individual 771.4 EGO)V '... Truss: F1GIRD and Warnings before construction commences. building component ApplkaWl8y of design parameters and proper 2.2o4 compression web bracing must be Metalled where shown+. Incorporation of component is me responsibility of the building designer. '� q Y -r rj `. 3.Additional temporary bracing to Insure stability during sonebucilon 2 Design assumes the top end bottom dabs la be laterally braced et -+`SI lathe responsibility of the erector.Adtlllknel permanent bradng or 2'o.c.and.1100.5.respectively unless braced throughout Meir length by '�l perms continuous sheathing such es plywood shesthing(TC)and/or drywall(BC). • A UL - DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.2x Imped bridging or lateral bracing required when shown e s S E K 15 8 0 9 6 3 4.Na load should be appged to any component until alter all bradng and 4.Installation of truss rues s Is neht responsibility uyd i th respective o�non-corrosive contractor.n.nt. Q• fasteners aro complete and at no time should any loads greater than and are for"dry condelon"of use. TRANS ID• LINK design CpoTadsbeappliedtoanycomponent. e.Design assumes full EXPIRES: 1`/31/2016 5. ornmWTmhes s rw control over and assumes no responsibility ler the necessary. fabrication,handling,shipment and kstelltion of components. 7.Design assumes adequate drainage Is provided. December 8,201 5 6.This design is furnished subject tome limitations set forth by 8.Plates shag be located on both faces of buss,and placed as their center TPIMTCA In SCSI,copies of which wig be furnished upon request. 9.Inca slndde sin joint plata terlliines. DigitMITek USA Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-7908(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 9-00-00 GIRDER SUPPORTING 35-09-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 1#16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-4068) 888 1-5=(-764) 3262 5-2=( -380) 1796 4-7=(-2324) 532 BC: 2x6 KDDF #16BTR 2-3=(-2506) 578 5-6=(-752) 3200 2-6=(-1330) 334 WEBS: 204 KDDF STAND LOADING 3-4=(-2108) 510 6-7=( -48) 102 6-3=( -234) 1040 LL = 25 PSF Ground Snow (Pg) 6-4=( -668) 2986 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 9'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 421.9)+DL( 306.9)= 728.8 PLF 0'- 0.0" TO 9'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -815/ 3691V -64/ 128H 5.50" 5.91 KDDF ( 625) NOTE: 2x9 BRACING AT 24"OC UON. FOR REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 0.0" -767/ 3943V 0/ OH 5.50" 5.51 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 - Join together 2 ply with 3"x.131 DIA GUN MAX LL DEFL = -0.019" @ 3'- 1.0" Allowed = 0.404" nails staggered at: MAX TL CREEP DEFL = -0.038" @ 3'- 1.0" Allowed = 0.539" 9" oc in 1 row(s) throughout 2x4 top chords, 6" oc in 2 row(s) throughout 2x6 bottom chords, MAX HORIZ. LL DEFL = 0.004" @ 8'- 10.3" 9" oc in 1 rows) throughout 2x4 webs. MAX HORIZ. TL DEFL = 0.007" @ 8'- 10.3" 5-11-11 3-00-05 ** For hanger specs. -'see approves plans . f Design conforms to main windforce-resisting 3-02-13 2-06-06 3-02-13 system and components and cladding criteria. T f f f Wind: 140 mph, h=21ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 12 (All Heights),7.50 M-4x6 load duration factorsld6, Cat.2, Exp.B, MWFRS(Dir), Truss designed for wind loads 3 =M-4x9 4 in the plane of the truss only. M-3x5 2 t o 0 I oh l4in �� '1W ��� of 1►� 5 6 7 -/ M-5x10 M-3x6 M-6x8 M-3x8 1 ,L ,1 3-01-01 2-06-06 3-04-09 l 9-00 y ��sk ) PR QFk. 619 co 04 GIN .�2 :9782PE JOB NAME : 5019-B POLYGON - EGIRD ,,r «/ Scale: 0.4311 -W7 WARNINGS: GENERAL NOTES, unless otherwise notatl, OREGON *�ry /y p6 Truss: EGIRD I.Builder and erection contractor should be advised of all General Notes I.This design Is based only upon the parameters ahovm end Is ler en individual � y'4,OR EG OI h� end Warnings before construction commences. building component.Applicability of design parameters and proper 7.► (1+9 2.2a4 compression web bracing must be installed where shown O. incorporation of component Is the responsibility of the building designer. ,,gj� 4 (,.+ 3.Additional temporary bract""to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et 77 y 'y lame rosponsibgiry of the erector.Additional permanent bracing of 2.c.and at 10 c.c.respectively unless braced throughout their length by DATE: 12/8/2015 the overall structure Is the responsibility continuous sheathing such as plywood required ng(TC)andlor drywall(BC). �e of the building designer. 3.2a Impact bridging or literal brad"" where shown♦* SEQ.: El5 8 0 9 6 4 4.No bed should be applied to any component until after all bracing and 4.installation of Irma Is the responsibility of the respectNa contractor. fasteners an complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design bads be applied to any component. and are for"dry condition'.of use. 5.CompuTrus has no control over and assumes no responsibility forth, ®.Design assumes full baring at all supports Chose.Shim or wedge if EXPIRES: 12/3112016 fabrication,handling,shipment end installation of components. 7.Design ssumes adequate drainage is provided, December 8,2015 6.This design is furnished subject to the limitations eel forth by B.Plates shall be located on both feces of buss,and placed so their center TPIVeTCA In SCSI,copies of w6bh all be famished upon request. Ines ceindde with Joint center lines. S.Digits indicate site of plate in inches. MiTek USA,Inc.lCompaTrus Software 7.6.6(1L)E 10.For basic connector pate design vela""see ESR-131t,ESR-ieee(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF#1LBTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-12=1-1828) 3516 12- 3=( -153) 600 17- 8=1 0) 282 2x6 KDDF #1sBTR T2, T3 SPACED 24.0" O.C. 2- 3=(-4339) 1862 12-13=1-1375) 2769 12- 4=1 -505) 772 8-18=(-1340) 416 3- 4=(-3911) 1774 13-15=(-1565) 3953 4-13=1 -264) 326 18- 9=1 -143) 889 WE: 2x4 KDDF STANDR WEBS: 2x4 KDDF STAND; LONDIOG 4- 5=(-3016) 1226 14-16=1 -64) 165 13- 5=( -409) 1200 9-19=(-2522) 958 2x4 KDDF 01sBTR A; LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2592) 1097 16-17=(-1368) 3664 13- 6=(-1663) 541 10-19=( -83) 283 2x6 KDDF #2 B DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3946) 1524 17-18=(-1368) 3664 6-15=1 -52) 499 19-11=1 -725) 1602 TOTAL LOAD= 42.0 PSF 7- B=(-3870) 1424 18-19=1-1023) 2490 14-15=1 0) 72 11-20=1-1802) 843 8- 9=(-2546) 999 19-20=1 -69) 78 15- 7=1 -116) 100 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12.0C. UON. LL = 25 PSF Ground Snow (Pg) 9-10=( -387) 227 15-16=(-1412) 3747 10-11=1 -437) 230 7-16=( -452) 311 - LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 16- 8=1 -105) 245 NOTE: 2x4 BRACING AT 24"OC UON. FOR REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES ) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -258/ 1891V -99/ 181H 5.50" 3.03 KDDF ( 625) 42'- 0.0" -211/ 1754V 0/ OH 5.50" 2.81 KDDF ( 625) OVERHANGS: 12.0" 0.0" ** For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=1/240, 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 = 0.322" @ 19'- 1.3" Allowed = 2.054" MAX TL CREEP DEFL = -0.612" @ 19'- 1.3" Allowed = 2.739" MAX HORIZ. LL DEFL = -0.148" @ 41'- 9.2" MAX HORIZ. TL DEFL = 0.224" @ 41'- 9.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 7-11-111-08-11 32-03-10 Design conforms to main windforce-resisting f1-09f and components and cladding criteria. 7-11-11 12-07-11 19-07-10 �( f f Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 2-07-0 P-05-052-11-021' 6-00-05 5-01-04 '' 7-03-13 7-03-13 6-06-07 1-08-� (All Heights), Enclosed, Cat-2, Exp.B, MWERS(Dir), 1' f f f f f load duration factor=1.6, 12 End vertical(s) are exposed to wind, 12 Truss designed for wind loads 7.50 M-Sx6(S) Q 7.50 in the plane of the truss only. M-4x6 M-4x6 -M-4x4 M-3x4 M-3x8 M-9x8 0 s 6 7 8 M-7x8 G 7'2 w - ® ,- Ti -i M-3x9 9 + + + + O M-1.5x3 /` B rn 1 3/ O o M-3x8 o �11. oco _ c m ---� 12 13 r 15 -'"--- ^ A'.. 19 20 CD M-3x10 1 -M-5x10 o M-1145x3 M18H56 3x18 0•25" M-3x5 =M-8x8 o 2X WEDGE M-5x10 M-1.5x3 W/(2) M-2.5X4 TYP. M-SX6(S) �'},[[� op (�'. 2 3.75 c,C'T." P R V!`�'`V 12 J. l l l l y y i G L� 2-05-08 5-00-06 6-07-14 5-01-04 7-02-01 y 7-00-05 y 7-03-13 1-02-14 ca\ -'t(��GINE }c , J. 00-05-08 11-06-08 y 28-00 y . � �2 P E 9c" 42-00 JOB NAME : 5019-B POLYGON - F2 IMF Scale, 0.1487 Vr, 94 s-EGON o'' Q WARNINGS: GENERAL NOTES, udpm otherwisenoted: f. 1.Builder and erection contractor ehodd be edvleed of el General Notes 1.Itrie d sums based t.eely upon the of parameters age parametersesand s EIsforar Individual .{f CI�hV. � . Truss: F2 and Warnings before construction commences' builIncorporation of component b the responsibility of the bolding designer. /`r. al 2.244 compression web bredng must be metalled where shown«. 2 Design assumes the lop and bottom chords to be[Merely braced at • . ..1'L 3.Additional temporary breeing to Insuro stability during construction 7 o.e.and at t V o.c.respectively unless braced throughout their length by PAUL I.the responsibility of the erector.Additional permanent bracing of continuous eheethmg such as plywood sheathing(TC)endlor drywall(BC). DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.2i Impact bridging or Iteral bredng required where shown«c S E K15 8 0 9 6 5 4.No load Mould be applied to any component urdl after al bredng end 5.4.Designtion assumes alms Iss the he e o be llty of oad Inthe respective porroe comm er. 4• bsianereare compeUand Iteetime should any badagreater thantEXPIRES: 1213112016 design bads be applied to any component. end are for ate full bearing of use. TRANS ID LINK 6.eesignaawmssfullbeadngNallwpponsMown.Shlmatwedgsll December 8,2015 S.CompuTms hes no control over end assumes no responsibility for Me amy. rebrkatbn,handling,shipment and installation or components. 7.Design assumes adequate drainage is provided. 5.This design Is fumiened subject to the limitations set forth by S.Plates Mall be boated on both faces of truss,and placed so their center TP WVTCA In SCSI,copies of which wW be furnished upon request. 9.Digitslines coincide she feint center Ines. IndicMITek USA,Inc./Cempulrus Software+7,6.6SP1(1L)-E 10.For basic connector pale design values see ESR-7311,ESR-1988(Mask) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 92'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-14=(-1912) 3516 14- 3=( -186) 600 20-10=( -171) 889 2x6 KDDF #16BTR T2, T3 SPACED 24.0" O.C. 2- 3=(-4339) 2012 14-15=(-1461) 2769 14- 4=( -495) 772 10-21=(-2522) 968 BC: 2x4 KDDF#16BTR 3- 4=(-3911) 1904 15-17=(-1719) 3953 4-15=7 -264) 258 12-21=( -73) 216 WEBS: 2x4 KDDF STAND; LOADING 4- 5=(-3016) 1381 16-18=7 -69) 165 15- 5=7 -372) 1200 21-13=( -663) 1602 2x4 KDDF#16BTR A; LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE 5- 6=7 0) 0 18-19=(-1414) 3664 15- 7=(-1663) 568 13-22=(-1802) 776 2x6 KDDF#2 B DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2542) 1232 19-20=(-1414) 3664 7-17=( -34) 499 TOTAL LOAD= 42.0 PSF 7- 8=(-3946) 1675 20-21=(-1014) 2490 16-17=7 0) 72 TC LATERAL SUPPORT 0= 12"OC. UON. 8- 9=(-3870) 1511 21-22=( -67) 79 17- 8=7 -198) 141 BC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) 9-10=(-2546) 1006 17-18=(-1496) 3747 10-12=7 -387) 262 8-18=7 -452) 347 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=7 0) 0 18- 9=( -153) 245 NOTE: 2x4 BRACING AT 24"OC UON, FOR REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=( -437) 265 19- 9=( 0) 282 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-20=(-1340) 466 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -315/ 1891V -99/ 182H 5.50" 3.03 KDDF ( 625) 42'- 0.0" -286/ 1754V 0/ OH 5.50" 2.81 KDDF ( 625) ** For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 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 = 0.333" @ 19'- 1.3" Allowed= 2.054" MAX TL CREEP DEFL = -0.612" @ 19'- 1.3" Allowed= 2.739" MAX HORIZ. LL DEFL= -0.153" @ 41'- 9.2" MAX HORIZ. TL DEFL= 0.224" @ 41'- 9.2" 9-11-11 28-03-10 3-08-11 NOTE:Design assumes moisture content does 1' 1' .f , not exceed 19% at time of manufacture. 9-11-11 10-07-11 19-07-10 1-09 .( ,( Design conforms to main windforce-resisting 2I-05-0,5 2,-04-01 5-01-04 7-03-13 2-04-0.1 system and components and cladding criteria. 2-07-04 2-07-01 'p f4-00-05f f 7-03-13 T T 4-06-07 1 1-U4-10 Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1 f '1 T 1' 1' 1' f '1' 'f" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=l.6, 7.50 p ' :17.50 End vertical(s) are exposed to wind, M-5x6(S) 1 Truss designed for wind loads •M-4x6 =M-4x4 M-3x4 M-3x8 M-3x6 R M-9x6 n the plane of the truss only. 7 e 9 10 ,2\�3 x8 r M-3x4 1 _ _ • �'i 4: -, M-1.5x3 + + o B M io M-3x8 o' o A to 4 " _4 15 r 1_, 17� --- .® = __ /j*+ o �/I M-5x10 M-3x10 O 16 18 9 20 c 21 22 of to M-1.5x3 M18HS-3x18 0.25 M-3x5 _M-8x8 2x )WEDGE M-5x10 M-5x6(S) M-1.5x3 4'‘ 0.11 PROpe d 3.75 W/(2) M-2.5X4 TY P. C k12 1 y l 1' , 1 l l GIN l 2-05-08 5-00-06 6-07-14 5-01-04 7-02-01 7-00-05 7-03-13 1-02-14 •.' iQ �1, k , , , i' J, y 05-08 11-06-08 28-00 y 89782PE 1.-' 1-00 42-00 JOB NAME: 5019-B POLYGON - F3 `% -- Scale: 0.1317 (.., 40 WARNINGS: GENERAL NOTES, ureas olherwke noted -17,4„.ORE G`i N cj. t't" 1.Budder and erection contractor should be advised of al General Notes 1.This design la based only upon the parameters shown and k kr an Individual . )� &�� V Truss: F3 and Warnings before contraction commences. balding component.Applicability of design parameters and proper 7 2.2a4 compression web bedrg must be installed where Mown*. Incorporation of component b the responsibility of the building designer. /♦�_' `� 3.Additional temporary bracing to insure etabllly during construction 2 Oestpn assumes the top end bottom chole to be blandly bawd al "1 PA UL Q le the responsibility of the erector.Additional permanent bredng of T o,0.and al 10 o c respectively unless baked throughout their length by f•� S` DATE: 12/8/2015 the overal structure le the responsibility of the balding designer. continuous ddgingsheathi or such bs adng rplywooe airedsheathere a cO,0r tlrywal(BC). 3.2s Impact bddging or lateral bredng required whore shown.. SEQ. : Ki5 8 0 9 6 6 4.No load should be applied to any component until alter al bracing end 4.Installation of truss la the responsibility of the respective contactor. fasteners are complete and al no time should any bads greater than 5,Design assumes tunes are to be used in a non-corrosive environment. EXPIRES: 12/31/2016 TRANS ID: LINK delagnloadsbeappkdtoanycomponent. and are for"drycondmon"ofuse. 5.CompuTrus has no control over and assumes no responsibility kr the 8.Design assumes MI bearing at al supporta shown.Shim or wedge If necessary. December 8,2015 fabrication,handling,shipment and installation of components. 7.Design assumes edequale drainage k provided. 8.This design Is furnished subject to the limitation set forth by 8.Plates shell be located on both feces of truss,and placed so their center TPIM'TCA in BCSI,wpbs of which call be furnished upon request. Ines coincide with joint center lines 9.Digits Indicate sin of plate In Inches. MITek USA,Inc./COmpuTrus Software+7,6.6SP1(1L)-E 10.For bane connector plate design values see ESR-1371,ESR-1988(MIT344) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #160TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-13=(-1626) 3680 13- 3=(-460) 1175 8-19=( -432) 239 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-4490) 1788 13-14=(-1461) 3282 3-14=(-765) 419 19- 9=( -138) 659 WEBS: 2x4 KDDF STAND; 3- 4=(-3059) 1206 14-15=(-1063) 2532 14- 4=( -34) 313 9-20=(-1130) 427 2x4 KDDF STUD A LOADING 9- 5=(-2602) 1106 15-17=( -845) 2395 4-15=(-998) 375 10-20=( -247) 612 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2140) 1019 16-18=( -32) 92 15- 5=(-408) 1120 20-11=( -30) 632 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-2397) 1090 18-19=( -798) 2917 15- 6=(-755) 272 11-21=(-1938) 793 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF 7- 8=(-2478) 1072 19-20=( -676) 2080 6-17=(-102) 509 21-12=( -110) 126 8- 9=(-2275) 968 20-21=( -432) 1080 16-17=( 0) 74 LL= 25 PSF Ground Snow (Pg) 9-10=(-1422) 721 17- 7=(-262) 82 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11=(-1732) 764 17-18=(-806) 2912 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( -83) 102 7-18=(-232) 219 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 18- 8=( -96) 112 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 12.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -271/ 1888V -165/ 222H 5.50" 3.02 RIDE ( 625) 42'- 0.0" -223/ 1757V 0/ OH 5.50" 2.81 KDDF ( 625) ** For hanger specs. - See approved plans '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 = 0.198" @ 19'- 1.3" Allowed= 2.054" MAX TL CREEP DEFL= -0.374" @ 19'- 1.3" Allowed= 2.739" MAX HORIZ. LL DEFL = -0.109" @ 41'- 8.5" MAX HORIZ. TL DEFL = 0.173" @ 41'- 8.5" NOTE:Design assumes moisture content does 11-11-11 22-03-10 7-08-11 not exceed 19% at time of manufacture. 2-09 4-06-02 4-08-09 2 00-05 5-01-04 5-03-14 5-00-06 4-09-14 3-11-09 3-09-02 Design conforms to main windforce-resisting 4 1' ' 1' ' 1 f 1' '1' 1' '1 system and components and cladding criteria. 12 12 Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-5x6(S) 7.50 � M-4x6 M-3x4 M-4x6 Q 7.50 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5 M-3x46M-3x4 0 A\, 25" 9 0 load duration factor=1.6, 6 7 Q End vertical(s) are exposed to wind, Truss designed for wind loads M-3x6 in the plane of the truss only. M-3x4 1 4 - + + M-1.5x3 2 M-3x6 3 � M-3x8 � . _ .. s. p 1o 11" d' 13 14 15 r17 - . 20 **21 1 M-5x8 I M-1.5x3 M-6x8 0.25 M-3x8 7.14-4x4 M-5x6(S) d 3.75 2X WEDGE M-5x8 ('3 r']0� � 12 W/(2) M-2.5X4 TYP. P R l l y 1 y . 1 2-05-0 8 4-06-02 4-07-14 2-06-05 5-01-04 7-08-04 7-08-04 y 7-04-07 y �,c•j . NGIN EE- ci'/q2.. 2-05-08 11-06-08 28-00y 4:t" BOG 'SC". y 0 42-00 O (-L 1-00 • ter' JOB NAME : 5019-B POLYGON - F4 'r MI Scale: 0.1538ON �•��, WARNINGS: GENERAL NOTES, unless otherwise noted: /5 119 1.Bolder and erection contrader°houkl be eWleed of el General Note° 1.Th is design h basad only upon the parameters shown end le for an individual VA if "" �. Truss: F4 end Wamhps before construction commence.. building component.Applicability of design parameters end proper 'l J i 2.2x1 compression web bredne must be installed where shown*. Incorporation of component O the re°ponsibRty of the building designer. 3.Additional temporary bhang to Insure at 8:180 during construcllon 2.Design assumes the top and bottom chorda to be 0terally braced at kb, la 111- 7ivery unless braced throughout their length by I°the re°pondbgty of M.erector.Additional permanent bracing of continuous rtinuous sheathingsuch ea plywood sheathing(TG)and/or drywall(BC). DATE: 12/8/2015 the ovarel structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where Mown*5 SE K1580967 4.Noloadshould be applied toenycomponent unGafter elbradngand 4.IntalationoftruslaattherosponbsiibilsryyaNarwh�nleenbatr. Q•( astenenerocompete and atnotime sheuldany badegroalerthan ge sesame. EXPIRES: 12/31/2016 design loads be applied to any component. end gra eeunt.or"dry fdl bee)ion.of use. TRANS ID: LINK 5.ComPUTrushas nocontrol over and assumes noresponsibility for the 8.Design°°°u"°°ulib°ad"g°I°Rsuppo°°h°wn.smmorw.dgeu December 8,2015 ry fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates°hall be located on both faces of trues,and placed so their center TPINVICA in 8151,copies of which coil be furnished upon request. tinea coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MITek USA,Int./CompuTfus Software e7.6.6SP1(1L)-E IN.For basis connector plate design values sea 658-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 92'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cit=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-15=(-1774) 3680 15- 3=(-505) 1175 10-22=(-1131) 476 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4490) 2009 15-16=(-1593) 3282 3-16=(-768) 950 12-22=( -291) 619 WEBS: 2x9 KDDF STAND; 3- 9=(-3059) 1370 16-17=(-1160) 2532 16- 4=( -42) 313 22-13=( -111) 628 2x9 KDDF STUD A LOADING 4- 5=(-2602) 1282 17-19=(-1016) 2395 4-17=(-499) 319 13-23=(-1938) 879 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=( 0) 0 18-20=) -38) 92 17- 5=(-459) 1120 23-14=( -110) 126 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2190) 1162 20-21=( -937) 2917 17- 7=(-755) 324 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF 7- 8=(-2397) 1260 21-22=( -812) 2080 7-19=( -94) 513 8- 9=(-2478) 1218 22-23=( -506) 1080 18-19=( 0) 74 LL= 25 PSF Ground Snow (Pg) 9-10=(-2275) 1106 19- 8=(-275) 78 NOTE: 2x9 BRACING AT 24"01 UON. FOR 10-12=(-1422) 828 19-20=(-949) 2412 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( 0) 0 8-20=(-232) 248 ---- LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=(-1732) 894 20- 9=( -60) 126 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-19=( -83) 103 9-21=(-432) 237 OVERHANGS: 12.0" 0.0" 21-10=(-141) 671 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hon LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ger specs. - See approved plans 0'- 0.0" -339/ 1888V -166/ 223H 5.50" 3.02 KDDF ( 625) 92'- 0.0" -303/ 1757V 0/ OH 5.50" 2.81 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 = 0.215" @ 19'- 1.3" Allowed = 2.054" MAX TL CREEP DEFL= -0.374" @ 19'- 1.3" Allowed = 2.739" 13-11-11 18-03-10 9-08-11 MAX HORIZ. LL DEFL = -0.118" @ 41'- 8.5" MAX HORIZ. TL DEFL = 0.173" @ 41'- 8.5" 4-06-02 2-02-0 5-01-04 5-00-06 2-02-08 3-09-02 2-09 1' 4-06-02 ' 0-06-05 ' 5-03-14 6-09-1t 3-09-02 NOTE:Design assumes moisture content does 1f f 1 f T 1' 1' 1' '1 ,f ' not exceed 198at time of manufacture. 12 12 7.50 M-5x6(5) Design conforms to main d claddingresisting M-4x9 Q 7.50 system and components and cladding criteria. 1 M-9x6 M-3x4 0.25" M-4x6 Wind: 190 mph, 1=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), r load duration factor=1.6, End vertical(s) are exposed to wind, M-3x4 Truss designed for wind loads in the plane of the truss only. .../............._ /".'.\ M-3x6 M-3x6 M-1.5x3 , _ o M-3x8 _ _ I o '-15 16 17 19 -.0. O o �� M-3x4 r-- e o \.. 1 * z3 �n7 M-5x8 I M-3x8 M-11.5x3 M-a8 0,25" M-Ma =M-4x� 0 0 2X WEDGE M-5x8 W/(2) 14-2.519 TYP. .G33.75 M-5x6(S) �v\cO P.rl O,'LC`. 112 l l l , 1 l 1' l c * ,�,,``GINE Sf y y 05-08 4-06-02 4-07-14 2-06-0y 5-01-04 7-08-04 7-08-04 7-04-07 y C\ "�(j`'" �1 �1, 1-0�05-08 11-06-08 28-00 y 89782PE �" 42-00 f JOB NAME: 5019-B POLYGON - F5 r -'' Scale: 0.1288 .,�d1 OREGON 40 WARNINGS: GENERAL NOTES, unless otberwbe noted 7 OREGON �� Truss: F5 1.Balder end erection contractor should be advised of en General Notes 1.This design b based only upon the parameters shown and Is for an individual 6, 15 , and Wamings before construdien commences. building component Applicability of design parameters and proper �7 2.294 compression web bradng must be Installed where shown 4. incorporation of component lathe responsibility of the building designer. 3.Adddbnal temporary bracing to beure stability during eenetrudbn 2.Destgn eeels, the top and bottom Nord.to be laterally braced et t'A U L Q,' is the responsibility of the erector.Additional permanent bracing et 7 we.and at 10•c.c.reapectNely uNess braced throughout their length by s y DATE: 12/8/2015 the overall structure la the respundbiny of the build) designer. 2 Impede sheathing such l b apdeg r.ood uir a where s ess,and/cr dryweq(BC). n0 9 4.In Imped bridging tus orN th ere)prating required the whpe shown SEQ.: K1580968 4.Ncload enesauldbeleeen atany timpiremumya8er all.geractnhand 5.DesiAnlion assumeussNlMresponsibility tobeusedinaonoortivecaenvimen ra.neneroarocompetealwat.wdmeMamaany losesgreaterman 5.andanaaamee9uuion.ofsbeseedmanan<anoWw•.nwimnment' EXPIRES: 12/.31/2016. TRANS ID: LINK design bads be applied to any component. and are for"dry condition.of use. 6.CompuTrue bee no control over and assumes no responsibility ler the 8.Destgn assumes NII bearing at all supports shorn.Shim or wedge if wary. December 8,2015 fabrication,handling.Mlpmenl and Installation of component.. T.ledge tisanes adequate drainage is provided. 8.This design Is furnished subject to the limfations sat forth by 8.Plates sag be located on both faces of bun,and placed so their center TPWVTCA In BCSI,wpbs of which will be fumdMed upon request. linea coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ino./CompuTnus Software+7,6.BSP1(1L)-E 10.For besic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 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) 60 2-15=(-1929) 3685 15- 3=( -552) 1176 10-22=(-1130) 582 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4490) 2234 15-16=(-1732) 3286 3-16=( -771) 487 12-22=( -280) 616 3- 4=(-3059) 1543 16-17=(-1272) 2532 16- 4=( -50) 313 22-13=( -190) 625 WEBS: 2x4 KDDF STAND; 204 KDDF STUD A LOADING 4- 5=(-2602) 1457 17-19=(-1203) 2395 4-17=( -499) 301 13-23=(-1938) 1007 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2190) 1288 18-20=( -45) 92 17- 5=( -599) 1120 23-14=( -110) 126 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIF 5- 7=( 0) 0 20-21=(-1103) 2417 17- 6=( -755) 478 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 6- 8=(-2397) 1447 21-22=( -982) 2080 6-19=( -99) 522 8- 9=(-2478) 1398 22-23=) -580) 1080 18-19=( 0) 74 LL = 25 PSF Ground Snow (Pg) 9-10=(-2275) 1274 19- 8=( -287) 79 NOTE: 2x4 OPACIOR AT E4SOC UON. FOR 10-12=(-1422) 912 19-20=(-1125) 2412 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIYIIBC STORAGE 12-13=( 2) 0 8-20=( -232) 28820- 9=( -84) 145 TIEE LOAD AT LOCATION(S) DPISIAIMD BY IBO 2012. 13-14=(-1783) 1015 9-21=( -432) 232 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-19=( -83) 106 21-10=( -135) 684 OVERHANGS: 12.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) (w 0'- 0.0" -412/ 1888V -166/ 224H 5.50" 3.02 RODE ( 625) M-1.504 or equal non-structural 42'- 0.0" -387/ 1757V 0/ OH 5.50" 2.81 F ( 625) vertical members on). KDD ** For hanger specs. - See approved plans 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" 15-11-11 14-03-10 11-08-11 MAX LL DEFL = 0.236" @ 19'- 1.3" Allowed = 2.054" MAX TL CREEP DEFL = -0.374" @ 19'- 1.3" Allowed= 2.739" f f 7-09-13 8-01-14 8-05-07 9-09-19 7-09 MAX HORIZ. LL DEFL = -0.128•' @ 41'- 8.5" ,,(( f MAX HORIZ. TL DEFL = 0.173" @ 41'- 8.5" 9-06-02 2-02-13 3-04-01 5-00-06 4-00 3-09-02 2-09' ' 4-06-02 09-d'3 ' 5-03-19 1 1-60-06 f3-09-021 NOTE:Design assumes moisture content does 1----1 f f .�-� ( f not exceed 198 at time of manufacture. .M-9x9+ 12 12 .`:17.50Design conforms to main windforce-resisting 7.50 M-3x4 7 M-Sx6(S) "..=14-4x9+ system and components and cladding criteria. I M-4x6M-4x6 Wind: 190 mph, h=29.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x4 O 25„ M-3x4 2 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5 6 8 1,9 10 load duration factor=l.6, M-3x5(S) M-3X6 End vertical(s) are exposed to wind, Truss designed for wind loads M-3x4 3 in the plane of the truss only. + + + AM1 5x37‘ o 3 ip M-3x8 Y ar A o I ,5 N.16 r17 19. ..i =, _. -!(1 I 1�/� M-5x8 M-3x4 0 1e 20 21 M�3x8 =M-9x423 1 II M-1.5x3 M-6x8 0.25" 2X WEDGE M-3x8 M-5x8 R'�[� W/(2) M-2.5X9 TY P. M-5x6(S) �.(]cO r R QF 12 3.75 [` CC 12 y J. *co . �yGtNE'- `DC7 J. y y y l J. y • 2-05-084-06-02 4-07-14 2-06-05 5-01-04 7-08-04 7-08-09 7-09-07 Com ,F '�5. J. 17 2-J. y 05-08 11-06-08 28-00 y �;'ti 89782PE 1-00 92-00 ->400110' - JOB NAME: 5019-B POLYGON - F6Scale: 0.124E v , -r GENERAL NOTES, unless otherwise noted. ©SEG©NZ„Qt �. 1.enddarantl sbeor c=hectoronstruction strainsbeaavlsstl of al General Notes 1.ThIsingco pbaxtl only upon the parameters designar shownmeter and Isfor en individual 1:51"4Z,q[}Y: .{5 Truss: F6 and Warnings baron condmc tors commenm bawd ng component Appliccomponent of design parameters and proper it 1 2.2t4 compression web bracing must be installed where shown*. Design of component Is bottom raapondstoy of the bolding designer. 3.Additional Is bracing to Insure stability during constructors 2.DeNgn assumes the lop and bottom cholla b be Merely brecetl et 17.1 1 l Ck mponry 7 o.c.and at IS o.c.reepecdveN unless braced throughout their length by �"'{f„l L. le the responsibility of the erector.Additional permanent bredng of continuous sheathing such es plywood sheathing(TC)and/or drywall(BC). DATE: 12/8/2015 the morel sbudure Is the responsibility of the building designer. 3.Dt Impact bridging or latent bracing required where drown++ SE K 15 8 0 9 6 9 4.No load should be applied to any component until alter al basing end 4.Instafletlan of tons Is the responsibility of the respective contractor. 4.: fasteners are complete and at no time should any loads greater than 5.Design assumes thaws are to be used in a noncorrosive environment EXPIRES: 12131/2016 design bads be applied to any component. and aro ler^dry full bearing of use. TRANS ID LINK B.redeeary. ea WlbeanngHeReuppo eahawn.Shlmor'swigs if December 8,2015 5.Compu7rua hes no control over end assumes no responsibility ler the awry. fabrication,handling,shipment and instelletiun of components. 7.Design assumes adequete drainage Ie provided. 6.This design Is furnished subject to the limitations all forth by 8.Poles Mall be located on both laces of truss,and placed as their center TPNNICA in SCSI.copies of whkh will be furnished upon request. 9.NneDies coincide with joint sin of tots terlines in ince MiTek USA,Inc./CornpuTrus Software+7.6.6-SP1(1L)-E In.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 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 60 2-15=(-2112) 3701 15- 3=( -608) 1181 11-22=(-1130) 759 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2- 3=(-9990) 2456 15-16=(-1896) 3300 3-16=1 -773) 512 12-22=1 -392) 614 WEBS: 2x9 KDDF STAND; 3- 9=(-3059) 1710 16-17=(-1413) 2535 16- 9=( -55) 313 22-13=1 -295) 623 2x9 KDDF STUD A LOADING 9- 5=(-2602) 1622 17-19=(-1392) 2395 4-17=1 -999) 301 13-23=(-1938) 1144 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2140) 1927 18-20=1 -54) 92 17- 5=1 -737) 1120 23-14=1 -110) 127 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 5- 7=1 0) 0 20-21=(-1308) 2917 17- 6=( -755) 624 BC LATERAL SUPPORT <= 12"OC. SON. TOTAL LOAD= 92.0 PSF 6- 8=(-2397) 1636 21-22=(-1173) 2080 6-19=1 -197) 525 8- 9=(-2478) 1622 22-23=( -657) 1080 18-19=1 0) 74 LL = 25 PSF Ground Snow (Pg) 9-11=(-2275) 1981 19- 8=) -292) 91 NOTE: 2x9 BRACING AT 24"0C UON. FOR 10-12=( 0) 0 19-20=(-1399) 2412 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-1425) 1012 8-20=1 -232) 341 LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. 12-13=(-1732) 1133 20- 9=1 -117) 169 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14=1 -83) 106 9-21=1 -932) 253 OVERHANGS: 12.0" 0.0" 21-11=1 -156) 697 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 14-1.504 or LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) equal at non-structural 0'- 0.0" -984/ 1888V -167/ 225H 5.50" 3.02 KDDF ( 625) vertical members Non). 92'- 0.0" -972/ 1757V 0/ OH 5.50" 2.81 KDDF ( 625) ** For hanger specs. - See approved plans '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" 17-11-11 10-03-10 13-08-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL = 0.261" @ 19'- 1.3" Allowed= 2.059" MAX TL CREEP DEFL = -0.374" @ 19'- 1.3" Allowed= 2.739" 7-09-13 10-01-14 6-05-07 9-09-14 7-09 T 4-06-02 2-02-13 1- 1-09 13-10-03 5-00=06 '' 3=09=02f MAX HORIZ. LL DEFL = -0.190" @ 91'- 8.5" MAX HORIZ. TL DEFL = 0.173" @ 91'- 8.5" 2-09 ' f 4-06-02 T 1'3-11-11' ' 5-03-14 ' 1-1242 f3-09-02' T 1' f f f 1' ' ' 1' 1-r ' '1 NOTE:Design assumes s moisture content does 12 12 not exceed 19%s attime of manufacture. 7.50 7 10 Q 7.50 M-3x4 M-5x6(S) Design conforms to main windforce-resisting system and components and cladding criteria. M-4x6 M-3x4 M-4x6 Wind: 140 mph, h=29.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5 M-3x4 0.25" 2 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 8 1, 9 11 load duration factor=1.6, M-3x5(S) - End vertical(s) are exposed to wind, M-3x4 M-3x6 Truss designed for wind loads q „ 3 in the plane of the truss only. M-1.5x3 M-3x6 + 9 ted, 3 o I w M-3x8 Y-.- _ A o a. o �,i 5 16 r 17 19.4. 6"' . : -/l7 o / - M-3x4 0 18 20 21 22 *4,2'3 to M-5x8 o M-3x8 M-1.5x3 M-6x8 0.25" M-3x8 =M-4x4 2X WEDGE M-5x8 M-5x6(S) W/(2) M-2.5X9 TYP. d 3.75 .co PRope12 �; ; ; ; ; ; ; ; ; C6s ,`GINE -/ 2-05-08 4-06-02 4-07-14 2-06-05 5-01-04 7-08-04 7-08-04 7-04-07 �' ' R 0 y 2-05-08 11-06-08 28-00 2" :9782PE 1-- J„ y 1-00 42-00 J "/ JOB NAME : 5019-B POLYGON - F7 Scale: 0.1299 r� (y WARNINGS: GENERAL NOTES, unless otherMse noted '®✓1. -$7,1,OREGON REGON i��� Truss: F7 1.&leder end erection osntredor should be advised of al General Notes 1.This design is based only upon the parameters shown and is for an individual +�� Y ���.�� and Waminge before construction commences. building component.Applicability of design parameters and proper 2.2x4 oeeproetlon web bracing must be installed where shown s. Incorporation of component la the responsibility of the building designer. .. 3.Additional temporary bracing to Insure stability during comirudion 2.Design traumas the top end bottom chords to be Merely braced eat n (S�v AUL Is the responsibility of the erector.Addllenel peneenaM bredng of continuous rase and at 10 rin respectively unless braced throughout their length by T`t DATE: 12/8/2015 me overaq structure Is the responsibility f the building designer. co ntinuoussheatgi org late6acing h as re aired where 0drywaM(BC). ePe^ p° 4.In hoped bridging or lateral bracing required where Mown+. SEQ.: K1580970 4.Noendshould be apiantonocomponent untyafter aileaadrthend 4.Design gnas ofessrIsthe napebeue i e oapadosime won fasteners are complete and at no time should any loads greater than 5.D d are for%ley condition.ruxe.are a e.used In•�n�aaatlee a^vimnment .EXPIRES: 1.2/31/2016 detl lads bee led to en t end aro meudry ibsti of use. TRANS I D: LINK 5.camper as has no control over arse mss no responsibility for he A Deeigo assumes full bearing al ail supports shown.Shim or wedge if December 8,2015 fabreatien,handling.shipment and Installation of components. sorry. 7.Design assumes aded thlege a provided. 8.This detlgn a furnished subject to the!Imitations set forth by 8.Plate*neat be located on fed on boofeces at of Imes,end placed so tech cellar TPINYTCA in BCSI,copes of which will be furnished upon request. tins oolndde with Joint center lines. 9.Digits indicate she of pate In Inches. MITek USA,Ina./Compulrus Software 07.6.6SP1(1L)-E 10.For basis connector pate deeign values Na ESR-1311,ESR4988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 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) 60 2-12=(-1030) 2436 3-12=( -236) 300 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2811) 1135 12-13=( -831) 2148 12- 4=( -134) 436 WEBS: 2x4 KDDF STAND 3- 4=(-2627) 1142 13-14=( -598) 1740 4-13=( -581) 423 LOADING 4- 5=(-2066) 1050 14-15=( -616) 1480 13- 5=( -334) 771 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 15-16=( -47) 56 13- 7=( -111) 168 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-1700) 995 7-14=( -478) 263 TOTAL LOAD = 42.0 PSF 7- 9=(-1527) 928 9-14=( -266) 674 8- 9=( 0) 0 14-10=( -152) 195 NOTE: 204 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-1880) 990 10-15=( -484) 321 10-11=(-1825) 815 15-11=( -609) 1540 ALL FLAT TOP CHORD AREAS NOT SHEATHED 11-16=(-1713) 856 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 0.0" 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" -350/ 1894V -258/ 318H 5.50" 3.03 HOOF ( 625) 42'- 0.0" -315/ 1772V 0/ OH 5.50" 2.84 KDDF ( 625) "* For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.129" @ 17'- 7.4" Allowed = 2.054" MAX TL CREEP DEFL = -0.229" @ 17'- 7.4" Allowed = 2.739" MAX HORIZ. LL DEFL = 0.055" @ 41'- 10.3" 0-07-08 MAX HORIZ. TL DEFL = 0.087" @ 41'- 10.3" 18-04-11 7-10-05 15-09 f I I Design conforms to main windforce-resisting 6-02-09 5-09-05 5-09-05 / 4-08-13 3-01-082-02-13 6-06 7-00-04 system and components and cladding criteria. 1' .1 1 '' '' '1' f ' ' Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 18-00 M-3x4 13-09 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-3x4 B M-4x6 12 Truss designed for wind loads 12 M-4x65 6 M-3x4/,• ." 117.50 in the plane of the truss only. 7.50 7 . is M-5x6(S) M-2.5x4 or equal at non-structural diagonal inlets. 0.25" M-3x4 4 a + + M-1.5x3 14111/fr 3 + + M-3x6 L -/ 0 I 0 vo 0 O OM r A nbf't M-3x6 M-3x4 b3.25" 0.254 -M-4x4 M-1.5x3 R 16 �E0 r n OFLC`��A M-5x8(S) M-5x8(S) �k� GINE 61 y 9-01-03 y 8-06-04 y 11-00-02 y 6-07-12 y 6-08-12 y �~ � CR ��. J'00 42-00 cc89782PE r" • JOB NAME : 5019-B POLYGON - F8 -_-- . -,..• • • Scale: 0.1398 11111, WARNINGS: GENERAL NOTES, unless other/dee noted �y�11l�Cf:�Od1 T1��. 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and h for en bdB/dual 7 O RRE 1GO�N Truss: F8 and Wamings below constriction commences. building componentApplicability of design parameters and proper 2.2r4 compression web bredrg mulles Installed where shown«, incorporation of component is the respons>illity of the building designer. „4 G9. q�Y .�GJ 2, 3.Additional temporarybract to Mauna stability during conidruction 2 Design assumes i y the top end bottom ess braced d Morally brewed at 7 /17 bracing 2'continuous and a 1 R e.c.reach es ly unless throughout they length by). Ay Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood sheathing(TC)and/or drywM(BC). ,",�, UL {`� DATE: 12/8/2015 the overall structure is the responsibility of budding designer, 3.24 impact bridging or lateral bracing required where Mown«« S E K15 8 0 9 7 1 4.No load should be applied to any component unci after al bracing end 4.Installaesignssumru truss .cop sibllbe�a the no pectNe�anatrctor. 4• fasteners are complete and at no time should any bads greater than design loads be applied to any component. and are for"dry aendkion"of use. y .l l� ry.l/I]('{.4 TRANS ID: LINK 5.CompoTrua has no control over and assumes no responsibility for the 6.Design e.Wmea N1 bearing at all supports Mown.Shim or wedge if EXPIRES. 2/3 1120 1 6 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. December 8,201 5 6.This design's furnished subject to the!Mations set fodh by S.Plates shall be boated on both faces of truss,end placed so their center TPi'W(CA In SCSI,copies or which vAl be furnished upon request. 9.Ilinac coinindkte drhsiz(alt stcenter to Mines, DigltMITek USA,Ino./COmpUTfaS Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR•1311,E5R•1B88(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 96'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 209 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=7 0) 60 2-13=(-1343) 2636 3-13=7 -123) 200 BC: 2x9 ODDS' #l&BTR SPACED 29.0" O.C. 2- 3=(-3051) 1683 13-14=(-1671) 3969 13- 4=( -509) 1102 WEBS: 2x9 KDDF STAND 3- 4=(-2851) 1634 14-15=(-1059) 2498 13- 5=(-1337) 707 LOADING 4- 5=(-2360) 1941 15-16=( -852) 2151 14- 5=(-1462) 1192 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)501( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=7 0) 0 16-11=(-1078) 2439 19- 7=(-1254) 1974 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 POE 5- 7=(-3995) 2430 7-15=(-1312) 1020 TOTAL LOAD = 42.0 PSF 7- 8=(-2117) 1383 15- 8=(-1162) 1918 8- 9=(-2159) 1310 15- 9=( -741) 505 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2780) 1433 9-16=7 -134) 535 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3091) 1441 16-10=7 -278) 337 BOTTOM CHORD CHECKED FOR A 20 PDF LIMITED STORAGE 11-12=7 0) 60 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POE. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -987/ 2057V -319/ 318H 5.50" 3.29 KDDF ( 625) M-1.5x9 or equal at non-structural 46'- 3.0" -902/ 2056V 0/ OH 5.50" 3.29 KDDF ( 625) vertical members (uon). ICOND. 2: Design checked for net(-5 psf) uplift at 29 "on 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" 0-06-13 MAX LL DEFL = 0.368" @ 15'- 8.9" Allowed = 2.267" MAX TL CREEP DEFL = -0.594" @ 15'- 8.4" Allowed = 3.022" 26-03 20-00 MAX LL DEFL = -0.002" @ 47'- 3.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 47'- 3.0" Allowed = 0.133" 6-04-13 9-11-14 9-10-05 6-08-02 13-03-14 MAX HORIZ. LL DEFL = -0.100" @ 45'- 9.5" 5-01-03 f4-08 5-07-11 5-00 5-03-05 6-06-04 6-06-04 6-11-07 MAX HORIZ. TL DEFL = 0.197" @ 45'- 9.5" 10-00 Design conforms to main windforce-resisting 12 ' 12 M-4x6 12 system and components and cladding criteria. 7.50 V 7.50V 4.0" ' 7.50 Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWERS)Dir), 8 load duration factor=l.6, M-5x6(S) Truss designed for wind loads M18HS65x16 3. in the plane of the truss only. M-4x6 7 0.25" t. M-9x6 4 5 +I M-3x5 + (5) Or *M-1.5x3 M-1.5x3 3 of 3.,/-- -. .Y� _ 2 o T `� O O PROk.- . -3x8 0325" M-5x6 0.25'5 M-3x9 M-3x8 .i M-5x8(5) M-5x8(S) 'N GI ) ,Ly y y � tr. 0 9-07-07 6-00-15 10-06-10 9-06-05 10-05-11 , (s � 1-0 46-03 1-0 89782PE r JOB NAME : 5019-B POLYGON - F9 ' Scale: 0.1216 .r. y��y1 5 `' MEI WARNINGS: GENERAL NOTES, unless otherwise noted. CI OREGON 6) 1.Builder and eredloncontractor.900W be a4v6ed of al General Notes 1.This design Is based only upon the parameters shown and is for an individual p N. Truss: F9 and Warnings before construction commences. building component.Applicability of design parameters and proper -' il//, 8) `j`. 2.2s4 compresdon web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building dealgner. '....1,45) +F1� GA ar y: ,g a.'- VV I. 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top end bottom chords to bo laterabraced et 7T '�77/^Y \J �CiV. Ie the roaponstbll8y of the erodo,.Addgbnal permanent bredng of T o.c.and at..5 o e.rcash,.sty untsae bncad ihroug nd their length by continuous sheathing such as.deg required rdted where andlor drywal(BC). • p'1 { �� DATE: 12/8/2015 ore overall structure N the responsibility of the building designer. 3.2a Impact bddging or lateral bracing required where shown++ �"1 L SEQ.: K 15 8 0 9 7 2 4,No road Mould be applied to am ssmponent ante ager al bracing and 4.Installation of hues Is the reepondbWNty of the reepectNe contractor. fasteners are complete and at no time should any loads groater than 5.Dedgn assumes buss.s are to be used Ina noncorrosN.environment, TRANS ID: LINK de sign Na da be applied to any component. and an for"dry condition.'of use, 5.CompuTrus has no control over and assumes no responsible),for the 6. dg assumes full bearing at al supports crown.Shim or wedge if EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage I.prodded. December 8,2015 6.This design is furnished subject to the Ilmeatlans set forth by 8.Plates shag be located on both Seas of truss,and placed co their center TPI,WTCA In SCSI,copies of which will be furnished upon request. Ines coincide with joint center lines. .Digits intlkale size ofpiste MITek USA Inc./ComPuTrus Software 7.6.6(1L)Z 10.For basic connector ps design vel ues sea ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-13=(-1240) 2616 3-13=( -130) 210 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-3051) 1568 13-14=(-1506) 3437 13- 4=( -461) 1093 WEBS: 2X4 KDDF STAND 3- 4=(-2851) 1515 14-15=( -964) 2480 13- 6=(-1350) 630 LOADING 4- 5=( 0) 0 15-16=( -802) 2141 14- 6=(-1462) 1058 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2351) 1339 16-11=(-1030) 2439 14- 7=(-1101) 1943 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-3907) 2236 7-15=(-1297) 945 TOTAL LOAD = 42.0 PSF 7- 8=(-2117) 1322 15- 8=(-1097) 1905 8- 9=(-2147) 1243 15- 9=( -741) 507 NOTE: 2x4 BRACING AT 24"00 UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2780) 1364 9-16=( -136) 535 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3041) 1373 16-10=( -278) 339 BOTTOM CHORD CHECKED FOR A 20 PIF LIMITED STORAGE 11-12=( 0) 60 LIVE LOAD AT LOCATIONS) 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 BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -442/ 2057V -316/ 316H 5.50" 3.29 KDDF ( 625) 46'- 3.0" -380/ 2056V 0/ OH 5.50" 3.29 KDDF ( 625) M-1.5x4 or equal at non-structural vertical members (uon). '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 = 0.347" @ 15'- 8.4" Allowed = 2.267" MAX TL CREEP DEFL = -0.540" @ 15'- 8.4" Allowed = 3.022" MAX LL DEFL = -0.002" @ 47'- 3.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 47'- 3.0" Allowed = 0.133" 14-04-11 1-03-11 10-06-10 20-00 MAX HORIZ. LL DEFL = -0.096" @ 45'- 9.5" MAX HORIZ. TL DEFL = 0.146" @ 45'- 9.5" 5-01-03 4-08 3-10-04.-09- 07 5-06-13 5-03-05 6-06-04 6-06-04 6-11-07 T T T T T T T 1 1 1' 10-00 Design conforms to main windforce-resisting T f system and components and cladding criteria. 12 12 M-4x6 12 7.50 Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.50 7.50 9.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 8 A' load duration factor=1.6, NTruss designed for wind loads 3.1 M-5x6(S) in the plane of the truss only. M-5x10 M-4x6 77..... 0.25" 5 M-4x6 4 6.7" +1 + + + *M-1.5x3 o M-1"5x3 3 + upko 0 c 1 -_ ,2 4. T' 16 ,,co P R QF•fis l. -3x8 0325" M-5x6 0"25'5 M-3x4 M-3x8 01 l M a l(s) l M-sx),(s) 1 1 �c/C7~CJS �NCa1NE � /p. 9-07-07 6-00-15 10-06-10 9-06-05 10-05-11 l J• y 1-00 4 :9782PE c' 1-00 46-03 JOB NAME : 5019-B POLYGON - F10 ' Scale: 0.1216 .ir AR WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Budder and erection contractor should be advised of allGeneral Notes I.This design Is hosed only upon the parameters idiomidiomand Is for en individual ,/�._ "9 III R G`✓'I N.Truss: F 10 and warnings Mitre construction commences building component.Applicability of design parameters and proper +0 I4// 2.2a4 compression web bredng must be installed where shown 0. ,.. .- Incorporation of component b the responsibility of the building designer. .w, q i v A b `' 3.Additional temporary bracing to insure stability during construction 2.Design assumes 0.0ths lop and bottom e.ion tc ba throuWendyghout bncad st ,e9f rT ! 1 _ti(.+ Is the responsibility f the erector.Additional permanent bracing of 7 o.c.and at 18 o c.respectively unless braced throughout their length by • �l BY o continuous aMalhing such as pgwood Msathinp(TC)antl/or dryweA(BC). (""A..1+L S s DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 3.20 Impact bddgbg or lateral bradng required where shown•e v SF Ki580973 4.No load should be applied to any component until after al bracing end 4.S.Deallntion assumtes ruWathe stes assto babiltydf the respective neennvkormmsnl, Q•: fasteners are complete and at no time should any Rada greater than end are for"dry condition"of we. TRANS ID: LINK design bads be applied to any component. O.Design assumes Ml bearing ata9 supports shown.Shim or wedge 11 EXPIRES: �+ ff�3//!�.11 ry p 5.CompaTnrs has no control over and assumes no responaibllby for the neceswryI,, p EXPIRES: 1 2/3 1 2016. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage h prodded. December 5,2015 8.This design Is furnished subject to the limitations sat forth by 8.Plates shall be located on both faces of truss,and placed so their center TP WVFCA In 0651,copies of which all be furnished upon request. lines colndde with joint center lint. 9.Digits Indicate size of plate in Inches. MiTek USA Inc.ICompuTrus Software 7.6.6(1L)-Z 10.For basic connector plate design values see ESR-1311.ESR-1988(Mirk) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-12=(-1085) 2579 3-12=( -197) 297 BC: 2x9 KDDF #1SBTR SPACED 24.0" O.C. 2- 3=(-3051) 1317 12-13=(-1253) 3387 12- 9=( -450) 1093 WEBS: 2x9 KDDF STAND 3- 4=(-2851) 1250 13-14=( -829) 2953 12- 5=(-1355) 596 LOADING 9- 5=(-2351) 1130 14-15=( -725) 2126 13- 5=(-1462) 850 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3887) 1938 15-10=( -956) 2439 13- 6=( -862) 1896 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIP 6- 7=(-2119) 1230 6-14=(-1274) 830 TOTAL LOAD = 42.0 PSF 7- 8=(-2138) 1151 14- 7=( -999) 1886 8- 9=(-2780) 1268 14- 8=( -740) 509 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-3041) 1278 8-15=( -140) 534 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 60 15- 9=( -277) 343 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) CO- 0.0" -393/ 2057V -316/ 316H 5.50" 3.29 KDDF ( 625) 46'- 3.0" -346/ 2056V 0/ OH 5.50" 3.29 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 = 0.313" @ 15'- 8.4" Allowed = 2.267" MAX TL CREEP DEFL = -0.533" @ 15'- 8.9" Allowed = 3.022" MAX LL DEFL = -0.002" @ 97'- 3.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 47'- 3.0" Allowed = 0.133" MAX HO RI Z. LL DEFL = 0.088" @ 45'- 9.5" 12-04-11 3-03-11 10-06-10 20-00 MAX HORIZ. TL DEFL= 0.145" @ 45'- 9.5" 5-01-03 4-08 5-07-11 5-06-13 5-03-05 6-06-04 6-06-04 6-11-07 T f T T f i T T f 10-00 Design conforms to main windforce-resisting fsystem and components and cladding criteria. 12 12 M-4x6 12 Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.50 p 7.50 4.0" ' 7.50 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 7 45( Truss designed for wind loads in the plane of the truss only. M-5x6(5) 3.1 M-4x6 0.25" M-4x6 M-5x10 4 5 I +I M-1.5x3 + + 111111100?-1.5x3 3 + oo I -3x8 0.25" M-5x6 0.25'4 M-3x4 M-3x8 i �V rllOpeA M-5x8(S) M-5x8(S) � .. to 9-07-07 6-00-15 10-06-10 9-06-05 10-05-11 l y ,� 1-00 46-03 1-00 .' :9782PE �r JOB NAME : 5019-B POLYGON - F11 ��� � Scale: 0.1216 WARNINGS: GENERAL NOTES, unless°therwke toted' b•,i• Truss: F 11 I.Builder and erection=tractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual f7 OREGON r. • and Warnings before construction commences building component,Applicability of design parameters and proper f 1© 2,2v4 compression web bracing must be Installed where shown« incerporedon of component la me responsibility of the building designer. �J"T A� : 3.Addgbnel temporary bracing to insure stability during cenehuctlon 2.Design assumes the top and bottom chords to be nc gay braced at TT is the responabmty of the erector.Additional permanent bredng ofcontY o.c.end et.a o.p.respectih as vely plywood.Mead throughout thea length by DATE: 12/8/2015 the overall atnwturetthe ro responsibility fthebulks designer. Sclmact shgoroerlbremedwheresewroraryw.g(Bc). �q. w° Y° ng 3.:n Impact bridging or 10.re bracing required where Moven V SEQ.: 01580074 4.No load should be applied to any component until after all bracing and 4.Installation of truss la the responsibility dem reapedNe centractor. Preen=are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment. TRANS I D: LINK design loads be applied to any component and ere for'dry condition"of use. c� 12/31/2016!}J!] !�/�{[� 5.CompeTrva has no control over and assumes no reeponaiblley forme 6.Design assumes hal bearing at.1 supports shown.Shim or wedge If EXPIRES: 1 2/47.1/20 1 6 fabrication,handling.shipment and installation of cemponenh. 7. essry. 8.Thhdesign isNmishedsubject tothe lim8atlonsset forhby 8.Pt sshellbebusign assumes bdenbothfa esoftruss,ate drainage fs eandpacedsotheircenter d. December 8,2015 TPINWCA in SCSI.copies of which vdl be furnished upon request. lines coincide with joint center lines MiTek USA,Inc./Com uTrus Software 1 L 7.6.6 9.Digits indicate size of pieta in Inches. p ( ).Z 1o.For basic connector plate design values eee ERR-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: 2x4 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 1-2=(-65) 64 1-3=(0) 0 BC: 2x4 KDDF #16BTR 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" -9/ 202V -25/ 68H 5.50" 0.32 KDDF ( 625) TOTAL LOAD = 42.0 PSF 3'- 10.9" -114/ 131V 0/ OH 1.50" 0.21 KDDF ( 625) 6'- 0.0" 0/ 5BV 0/ OH 5.50" 0.09 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. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL = 0.021" @ 2'- 0.7" Allowed = 0.268" 3-11-11 MAX BC PANEL TL DEFL = -0.036" @ 3'- 1.4" Allowed = 0.339" ,' ' MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 12 7.50 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, -1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 0 in the plane of the truss only. to 0 0 N 0 m" MI I II 1 ►�3 0 0 M-3x4 6-00 (g'�� p//'��ft- 'PROVIDE FULL BEARING;Jts:1,2,3 I Y2 ,V PR Vy-L. c:3ck GINE 6> 1-14 • 8782PE <' JOB NAME : 5019-B POLYGON - BJ2 • Scale: 0.5893 Wr a•/r WARNINGS: GENERAL NOTES, unless otherwise noted E"'• p (�'/ 4 t.Builder and erection contactor should be advised of a8 General Notes 1.This design is based Applicability upon theparameters or mete f shown and en and is for an Individual /f_ V .OREGON Truss: BJ2 and waeinpabebnconetrudlencommenooe buildingco pones pw signal proper .,,� �/„q Y. 1,� 2.2x4 compression web bredng must be metaled where shown+ incorporation of component Is the responsibility of the binding designer. j� at 3.Additional temporary bracing to Insure stability during construction 2.Design assumed Its lop end bottom es.choten e M lalare8y their _+�(.+ lathe responsibility of the eredor.Additional permanent bradng of rentin end at ee hin.rsuch as pNely w tides.bead(TC)and/or their length �l Mc.and at psuch t ply wood.bracedt throughout )antler drywap( by lr �A UL. ;t DATE: 12/8/2015 the overall structure Is the responsibility of Me bulding designer. 3.2i Impact bridging or lateral bradng required oMre shown++ v SE K 15 8 0 9 7 5 4.Ne bad should be app lad to any component until after all bredng and 4.Instciation of trues I.the reeponsibility of the respectva contractor. 4• fasteners are compete and at no time should any bads greater then 5.Design assumes totesss are to be used in a non-orrosive environment, design bads be applied to any component. and are for"dry oondnon"et use, 12/31/2016 T RAN S ID: LINK 5.CompuTnM has no control over and assumes no responsibility for the 8.Design assumes Mt bearing at all supports shown.Shim or wedge If EXPIRES: fabrication,handling.shipment and Installation of components. 7.Dneceesign assumes adequate drainage is prodded. December 8,2015 8.Thl,design a furnished+object to the limitations set forth by 8.Plates shall be located on both faces of hues,and peed or their center TPBW1CA In SCSI.copies of whbh MN be Nmished upon reused. linese s/nddaimofpate inwith joint ches. nes 9.Digits MTek USA,Ina./CompuTms Software 7.6.6(IL)-E ID.For basic connector plate design value,see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 RODE #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-13=(-1096) 2579 3-13=( -145) 277 BC: 2x4 KDDF 1116BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=(-3051) 1341 13-19=(-1275) 3391 13- 9=( -446) 1093 3- 9=(-2851) 1279 14-15=( -841) 2456 13- 6=(-1356) 592 LOADING 4- 5=( 0) 0 15-16=( -732) 2127 14- 6=1-1462) 868 TC LATERAL SUPPORT <= 12"OC. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2351) 1157 16-11=( -962) 2439 14- 7=( -883) 1901 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3887) 1964 7-15=(-1276) 840 TOTAL LOAD = 42.0 PSF 7- 8=1-2117) 1238 15- 8=(-1008) 1887 8- 9=(-2138) 1159 15- 9=( -740) 508 NOTE: 2x4 BRACING AT 24"00 UON. FOR LL = 25 PIF Ground Snow (Pg) 9-10=(-2780) 1277 9-16=1 -139) 534 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3041) 1286 16-10=( -277) 343 BOTTOM CHORD CHECKED FOR A 20 PIF LIMITED STORAGE 11-12=( 0) 60 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 BEG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -354/ 2057V -316/ 316H 5.50" 3.29 KDDF ( 625) 46'- 3.0" -349/ 2056V 0/ OH 5.50" 3.29 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 = 0.316" @ 15'- 8.4" Allowed = 2.267" MAX TL CREEP DEFL = -0.534" @ 15'- 8.4" Allowed = 3.022" 0-07-08 MAX LL DEFL = -0.002" @ 47'- 3.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 47'- 3.0" Allowed = 0.133" 10-04-11 5-03-11 10-06-10 20-00 f f ,r MAX HORIZ. LL DEFL = 0.089" @ 45'- 9.5" 5-01-03 4-08 5-00-03 5-06-13 5-03-05 6-06-04 6-06-04 6-11-07 MAX H0011. TL DEFL = 0.145" @ 45'- 9.5" 4 4 44 T 1 1 1' q T 10-00 fDesign conforms to main windforce-resisting system and components and cladding criteria. 12 12 M-4x6 12 7.50 177 7.50 4.0" Q 7.50 Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 8 41'. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), \ load duration factor=l.6, M-5x6 Truss designed for wind loads 3.1 (S) in the plane of the truss only. M-4x6 7 0.25" el M-4x6 M-5x10 s Q 6 +1 M-1.5x33 + M-1.5x3+ + + *N. \/ o p 0/__ 13s14 z5 16 fl2 -3x8 " M- o. 5� M-3x9 M-3x8 I I C � � D �.o oM-5x8(S) M-SxJ,(S) �r 04 `GIV� Il l l y \ tl� i4 C 7i ,9-07-07 6-00-15 10-06-10 9-06-05 10-05-11 ,,- J' l 1-00 46-03 1-00 .<" ':9782PE ��. JOB NAME : 5019-B POLYGON - F12 „ ,r. Scale: 0.1216 WARNINGS: GENERAL NOTES, unless ethemiss noted •� / 4 - Truss: F 12 1.Builder and ereden oontrador should be advised of a8 General Notes 1.This design I.based only upon me parameter.shown and a for an Individual .1�VA R EGO N20N and Naming.before conekucikn commences. bulding component.Applicability of design parameter.and proper 2 2a4 compression wale brodng moat be installed where shown+. incorporation of component Is the responsibility of to building designer. 1� 'l a �� 3.Additional temporary bating to huge stability during conabuciion 2.Design assumes the top and bottom drams to be ro gh braced et • is the responsibility of the erector.Additional permanent basing or 7 o.c.and et 10 o.c.respectively unless braced throughout their length by k. DATE: 12/8/2015 the overall structure la the responsibility of the building designer. continuouspadddealhlnr such as plywood aired here s ow+drywaR(BCJ. 1. ,a Q� 4.No load should be applied to any component until after al brad 3.In Impact badging or intend bracing required where show++ f,, `'• SEQ.: K 15 8 0 9 7 6rtg and 4.eetanehan of truss is the responsibility of the reapedrve contractor. fadeners are complete and at no time should any pada greater than 5.Design assures trusses are to be used In a nonconodve environment TRANS ID: LINK 4esign loads be applied to any component. and are for^dry condition.'of use, 5.CampuTrus hes no control over end assumes no responsibility forms 6.Design assumes full beadrig at all supports show.Shim or wedge If EXPIRES: 12/31/2016 fabrication,hendlbq,shipment and insialetlen of components. necesssry. 7.Desigd. 6.This design is furnished subject to the limitations set lode by 8.Ple esnshalt be Heaassumes teduensboth facesdrainagels of truss, placed so their center December 8,205 TPIM/ICA in SCSI.copies of which wig be furnished upon request. Anes coindde with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1L}E B.Digits indicate We of pate In Inches 10.For basic connector plate design values sae ESR-1311,ESR-1988 Weld 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 #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-109) 88 1-3=(0) 0 BC: 204 KDDF #16BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"0C. 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" -33/ 266V -40/ 1078 5.50" 0.43 RIDE ( 625) TOTAL LOAD = 42.0 PSF 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) 5'- 11.7" -84/ 160V 0/ OH 1.50" 0.26 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. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.103" @ 3'- 7.2" Allowed = 0.425" MAX TC PANEL TL DEFL = -0.105" @ 3'- 4.8" Allowed = 0.638" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 5-11-11 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" f 12 Design conforms to main windforce-resisting system and components and cladding criteria. 7.50 I7 2 -/ Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. rn 0 ri o c u0 0 El 0 1 3N o M-3x4 l y 6-00 'PROVIDE FULL BEARI NG;Jts:l,3,2 IcO�cs‹(, GI N E.f0. .<-• :9782PE r JOB NAME : 5019-B POLYGON - BJ3 '0' i Scale: 0.5397 ®, v /WARNINSIM h GENERAL NOTES, unless otherwise noted guidIiS: 174, "7 ORE. 1.BUNder and erection contractor should be advised of al General Notes 1.This design b based only upon the perameten shown and is bran individual /f JA. �ON Q.. �. Truss: BJ3 and Weminga before constuc less commences. balding component.App 1abIINy of design paronrolen and proper aT I Wce 2.214 compression web bracing must be Installed where shown*. Incorporation of component is the responsibility of the building designer. "'; .4 R`� 4 < 3.Additional temporary bruins to Insure stability during construoson 2.2 0.c,assumes Me tap and bottom acechobreds o be laterally breed at al f 7 _t�(/ Is Me responsibility of the erector.Additional permanent Madof Y o.c,and at f 0 o.c.aspect ply unless braced throughout their length by jy *IDA'," Ny is continuous sheathing such es plywood sheathing(TC)and/or drywaN(BC). Act.I '1- [* DATE: 12/8/2015 the neral structure la the responsibility of the building designer. 3.21 Impact bridging or lateral bracing required where shaven** v SE K 15 8 0 9 7 7 4,No load should be applied to any component until after al bracing end 4.Installation of hues Is the responsibility of the respective contractor. 4•: fasteners are complete and at no time should any bads greeter than 5.Design assumes trusses are to be used In a non<orrosIve environment. design loads be applied to any component. end are for"dry condition•of use. y c 12/31/2016 T RAN S I D: LINK 5.CempuTrue has no control over and''names no responsibility for the 6.Design assumes hill bearing at ail supports shown.Shim or wedge if EXPIRES: fabrication.handling,shipment and hptallelion of components. 7.Designecesn adequate drainage Is provided. December 8,2015 6.This design Is furnished subject to the limNaBone set forth by B.Plates shell be Mated on both faces Diffuse,end placed so their center TPIM'TCA In SCSI,copies of which NA be furnished upon request. lineB.Drescoincide s innate with) of tpcenter enterlliineess MITek USA,Inc.ICompUTru5 Software 7.6.6(1L)-E 1O.For baric connector plate designvaluee see ESR-1311,ESR-1988(Mliek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 46-03-00 GIRDER SUPPORTING 9-00-00 FROM 0-00-00 TO 9-00-00 IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 60 2-13=(-1579) 7952 3-13=( -90) 578 18-10=(-9179) 1008 2x6 KDDF #1613TR T2 2- 3=( -9828) 1982 13-14=(-1576) 8196 13- 9=( -744) 3299 10-19=( -930) 4364 BC: 2x6 KDDF 5S; LOADING 3- 4=( -9912) 2012 14-15=(-1430) 8279 9-19=(-2918) 619 19-11=(-4986) 1208 2x10 KDDF SS B9 LL = 25 PSF Ground Snow (Pg) 9- 5=( -7949) 1596 15-16=(-1428) 8280 19- 5=( -666) 3599 11-20=(-1436) 6234 WEBS: 2x9 KDDF STAND; TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 46'- 3.0" V 5- 6=( -6819) 1392 16-17=( -832) 5356 19- 6=(-1912) 630 2x4 KDDF STUD A; BC UNIF LL( 87.5)+DL( 79.5)= 167.0 PLF 0'- 0.0" TO 9'- 0.0" V 6- 7=( -6976) 1268 17-18=( -894) 5958 6-15=( 0) 194 2x6 KDDF #2 B BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 9'- 0.0" TO 46'- 3.0" V 7- 8=( -4720) 1039 18-19=(-1734) 8998 6-16=(-3868) 792 8- 9=( -4732) 1026 19-20=(-2670) 12808 16- 7=( -466) 2880 TC LATERAL SUPPORT <= 12"0C. (JON. ADDL: BC CONC LL+OL= 3443.0 LBS @ 6'- 0.0" 9-10=( -6594) 1320 20-12=(-2764) 13224 7-17=(-2688) 614 BC LATERAL SUPPORT <= 12"OC. UON. ADDL. BC CONC LL+DL= 7713.0 LBS @ 42'- 3.0" 10-11=(-10802) 2218 17- 8=( -966) 4658 11-12=(-15826) 3346 17- 9=(-2536) 694 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9-18=( -978) 2638 NOTE: 2x9 BRACING AT 24"OC UON. FOR LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. ALL FLAT TOP CHORD AREAS NOT SHEATHED 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" -1327/ 6906V -303/ 310H 5.50" 10.25 KDDF ( 625) OVERHANGS: 12.0" 0.0" 46'- 3.0" -2062/ 9769V 0/ OH 5.50" 15.62 KDDF ( 625) ( 2 ) complete trusses required. Join together 2 ply with 3"x.131 DIA GUN nails staggered at: JT 2: Heel to plate corner = 2.75" 9" oc in 1 row(s) throughout 2x9 top chords, JT 12: Heel to plate corner = 9.50" J,- 9" oc in 2 row(s) throughout 2x6 top chords, !COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. 9" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 3 row(s) throughout 2x10 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 **HANGER BY OTHERS TO APPLY 9" oc in 1 row(s) throughout 2x4 webs, MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" CONC.LOAD(S)EQUALLY TO ALL MEMBERS. w 9" oc in 2 row(s) throughout 2x6 webs. MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" /�/\ MAX LL DEFL = 0.201" @ 20'- 9.8" Allowed = 2.267" MAX TL CREEP DEFL = -0.663" @ 20'- 4.8" Allowed = 3.022" MAX HORIZ. LL DEFL = -0.052" @ 45'- 9.5" MAX HORIZ. TL DEFL = 0.126" @ 95'- 9.5" ..(( 8-11-11 ..(( 5-08-11 11-06-10 20-00 3-09-02x09-¢7-09-15 6-00-03 5-08-07 5-06-11 6-04-03 6-05-15 2-11-034-02-12 f Design and components and cladding criteria. f f T '1 T 4 T T 1 '1 1 12 12 12 Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Q 7 50 7 50 M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.50 load duration factor=l.6, 4.0" Truss designed for wind loads 8 W in the plane of the truss only. N,,, M-5x6(5) M-3x5 0.25" M-9x8 M-6x10 M-3x6 5 T7 :G. o-3x8 M-1.5x3 M-9x8 ��, /` M18HS 3x18 o �,\ o c I 3x10 M-6x8 14 0.25" M-3x6 0.25' M-3x8 0.25"ic •12a o M-3x8o M-7x8(S) M-7x8(S) M-12x14(S) ��vop PRopt- $��81§# [', G O y 13443,# ), y , y y 18H T , .,`-,� ✓NGIN �R .f,,rJ" 5-10-04 2-07-10 6-04-04 5-06-11 5-10-03 6-07-11 6-05-15 2-10-07 4-00 �� 1-00 46-03 ,I• ®9 [7P 9r JOB NAME : 5019-B POLYGON - F13GIRD • �. Scale: 0.1050 ' °7 Sill WARNINGS( GENERAL NOTES, unless otherwise noted: I s REGC7N Truss: F 13 G I RD 1.Solder and erection contractor should be advhed of al General Notes 1.This design C based only upon the parameters shown end h for an Individual • T.. r15and Warnings before construction commences bolding component.Applicability of design parameters and proper d po aponsibgty of building designer. �� �� Y r1]. . 2.2v4 compression web bracing must be installed where Shawn+, incorporation or cont nem Is the ro JC, 3.Addllanal temporary bracing to Insure stability during construction 2 Design and the top and bottom Meechofor.ds o be througaterallyhout braced at is the rospee&bllly of IM erector.Additional permanent bracing of 2'sc.and a1 10 sc.reach..plywood unless braced throughout their length by /[{,, continuous sheathing such es plywood sheathing(TC)end/or dryw1A(8C). ` .A U t DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.Zs Impact bridging or lateral bracing required where Mown++ �"1 1w SEQ. : Ni5 8 0 9 7 8 4.No load should be applied to any component until after al bredng end 4.matalletlen of Puss la the responsibility of respective contractor. fasteners are complete and at no time should any loads greater than 5.Deelgn assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK dellloads be applied to any component. endaotararycommon^muse. en 5.CampuTrua has no control over end assumes no responsibility form. 8.Design assumes full bearing al all supports shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling,shipment end installation et components. necessary. 7.Plctgnassumes eded en drainage lWhose,e n December 8,2015 e.nth design Ie ming,sh pment fo in IlmMion o ssi roan by B.Plana MMA be bated at born race=provid and placed so their tamer TPI/WMA In BCSI,copies of which nil be furnished upon request. lime coincide eeh joint canter lines. 9.Digits indicate else of plate M Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values Ne ESR-1317,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-167) 153 1-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -76) 31 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) TOTAL LOAD = 42.0 PSF 0'- 0.0" -23/ 237V -54/ 146H 5.50" 0.38 KDDF ( 625) 5'- 9.2" 0/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.2" -176/ 339V 0/ OH 1.50" 0.43 KDDF ( 625) 7'- 11.7" -15/ 4V 0/ OH 1.50" 0.01 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 IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.061" @ 2'- 9.3" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.058" @ 2'- 11.9" Allowed = 0.641" 3 -/ MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" 12 30 MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" 7.50 17 ) Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 0Truss designed for wind loads in the plane of the truss only. rn O C o rn O m O1►� q�� M-3x4 y ), 1 6-00 1-11-11 ��0) R 0�'�Cs (PROVIDE FULL BEARING;Jts:l,9,2,3 I 44./ Ir_`I^7'(NE.e'' /0� :9:/8GSI-E r JOB NAME : 5019-B POLYGON - BJ4 • Scale: 0.5074 y, SR WARNINGS: GENERAL NOTES, unless othenvlsanoted v RREG©N �'` 1.Builder end eret6s connector should be advised of all General Notes 1.This design Is based only upon the parameters•boom end Is for an Individual ' :.j.. f / �}.. Truss: BJ4 and Warnings before construction commence+ Wilding component.Applicability of design parameters end proper T -,t9; 2.2e4 compression web bradng mud be Installed where shown«. Incorporation orcomponent n the responsibility of the building designer. -/ Gla ptY A$ /,`C 7,Addabnd temporary bracing to Insure stability during construction 2.Design and at to the lop and bottom chords to dt leocghcordy braced al _ 'C� Is the responsibility f the erector.Additional permanent bracing of 7 cc.and at 10 o.e.rospectNaty untase braced throughout meld length by Si V 8Y ocontinuous sheathing such es prywood sheathing(TC)and/or drvwall(BC). U�.. `a� DATE: 12/8/2015 the overall structure Is the reeponelhMlty of the building designer. 3.2v Impact bridging or lateral bracing required where shown«« 4,No bad should he applied to any component anti eller all bracing and 4.Installation of truss is the responsibility of the respectNe contractor. SEQ. : K 15 8 0 9 7 9 fasteners aro complete end at no time should any bads greater than 5.Design assumes tosses aro to be used In.non-corrosive environment, nt. and era for"dry condition"of use. T RAN S I D: LINK design bade be applied to any cornrow 5.CompuTNs has no control over and aseames no responsibility ler the 8.Design assumes full headng sl al Wpport+aho m.shim or wedge if EXPIRES 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design assume.adequate drainage is provided. December 8,2015 IIGJ 8.This design n furnished subject to the limitation set forth by 8.Plates shah be located on both faces of truss,and placed so their center TPVW1CA In BCSI,copies of which colla be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sire of plate In inches. MITek USA,Ina./CompuTrns Software 7.6.6(1L)-E 10.Far basic connector plate design values we ESR-1311,ESR-1988(Mask) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1-2=(-225) 208 1-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -90) 40 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -21/ 235V -69/ 185H 5.50" 0.38 KDDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.2" -199/ 370V 0/ OH 1.50" 0.47 KDDF ( 625) 9'- 11.7" -48/ B7V 0/ OH 1.50" 0.14 RODE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.048" @ 2'- 11.8" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.054" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL = -0.003" @ 9'- 10.9" ') MAX HORIZ. TL DEFL = -0.003" @ 9'- 10.9" 0 12 Design conforms to main windforce-resisting 7.50 [ system and components and cladding criteria. Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. I �� o r 0 to lO o t c ItIN i 1 111.-=.14�� y o M-3x4 y 6-00 ' 3-11-11 y o PRo e... 1PROVIDE FULL BEARING;Jts:l,4 2,3CO NGIN E `'/9, cS/ 89782PE JOB NAME : 5019-B POLYGON - BJ5 .=_..e. .. -,..'. • • Scale: 0.4382 . 1111, WARNINGS: GENERAL NOTES, unless otherwise ratetl co Truss: B JS 1.Buldar and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for en IndNidual •"?j! OREGON (SN. and Warnings before con.rudbn commences. building componentApplkabgty of design parameters and proper G r%W 2.2i4 compression web bracing must be Installed/Were Mown+. incorporation of component is the responsibility of the building designer. �I� �� V,<<„ ' 3.Additional temporary bracing to Invert stability during construction 2 Design ed at 10 the tap and bottom chords to be leterslY the),el 4 Is the responsibility of the erector.Additional permanent lensing of T c c and at 10 o.c.raspectNely unites braced throughout their length by /L{,,, DATE: 12/8/2015 the overall structure la the responsibility of the binding designer. 2 Impacts sheathing such l b ping rewood uiredsheathere show) drywel(BC). • /I 1+{ �� 7.In Impactoftruss bridging la the Owing required the where Maven a a �""1 h./1.. SEQ.: K1580980 4.Naload Moes bem applileteenmanytbneah should anyager al. brsdnhand 4.Design ofestristheeretobeay I a an.adNacontrsctat fasteners are compete end etre time than any loads greater then 5.Deagn aswmaa trusses are to be used m a nonwrroslvtr environment, stet loads be tippled to anym. and ere for"dry condition"of use. �/ p 12/31/2016 TRANS ID: LINK designaneaampane 6.Design assumes hill bearing at a8 supports show.Shim arwadge if EXPIRES: 5 CompuTrus has no control over and assumes no responsibility ler the wry, q fabrication.handling,Mipment and installation of components. 7.Design assumes adequate drainage Is provided. December 8,20 1 5 B.This design is furnished subject to the limitations set forth by B.Plates shall be boated on both faces of truss,and placed so their center TPLMTCA In SCSI.copies of which will be famished upon request. Ines coincide with joint center lines. MTek USA,Inc./Com Trua Software 7.6.6(1L)-E 9.Digits Indicate size of Mete In inches. ). 10.For basic connector plate design values tree ES11-1311,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/Cpl=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-6=(-48) 101 6-5=( 0) 18 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-33=`-1788) 24 5-7=(-84) 167 5-3=(-170) 49 WEBS: 2x4 KDDF STAND 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 PDF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -50/ 350V -29/ 97H 5.50" 0.56 RODE ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 3'- 10.0" -80/ 9V 0/ OH 5.50" 0.15 /CODE 6'- 0.0" 0/ 955V 0/ OH 5.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.006" @ 2'- 3.8" Allowed = 0.170" 3-11-11 MAX TL CREEP DEFL = -0.011" @ 2'- 3.8" Allowed = 0.226" I f MAX LL DEFL = 0.000" @ 5'- 4.0" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 5'- 4.0" Allowed = 0.105" 12 7.50 MAX HORIZ. LL DEFL = -0.006" @ 5'- 4.0" MAX HORIZ. TL DEFL = 0.008" @ 5'- 4.0" 4 I Design conforms to main windforce-resisting (I) system and components and cladding criteria. M-4x6 Wind: 140 mph, h=20.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I o load duration factor=1.6, Truss designed for wind loads Nin the plane of the truss only. 11M11111111111111111111110....-- ...- NIMMIMONIMMOMIMINIO _, ISI 7 0-6:20o.08 .(- II� M-1.5x3 I o o JIB m5-3x4 O 1 M-3x4 M-3x5 y y l y 2-03-12 3-00-03 0-08-01 .Jr ; ), 1 1-00 2-05-08 6-00 3-06-08 {] p (� 'PROVIDE FULL BEARING;Jts:2,4,7 I ��A ,© PR©p,. �ce,•5 6, 4.7. r0sr :9782PE <' JOB NAME : 5019-B POLYGON - CJ2 . Scale: 0.5646 Ilir WARNINGS: GENERAL NOTES, unessothenvles noted: 1.Builder and erection controdor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual ' OREGON p'` �.. Truss: CJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper 1j ,-,T incorporation 2.2a4 compression web bradno must be installed where shown*. Design rolbn of component I+me mrechords of the building designer. •T Giq h y -4 5 jam` 3.Additional temporary bracing to Insure stability during mmbuctlon 2.Design"sums et IV me lop and bottom s br b d t roughosteraltr Mecotl atby rI I i -\Tf Is the ro sibl 1 the erodor.AddMonal permanent Medng of T ntio. and et ee hic.n,rsuch as plyoods braced throughout their length). ✓ I I L (��V. limon Illy o continuous sheathing such as plywood sheathing(TC)andbr drywaA(BC). /�' T, DATE: 12/8/2015 the overel structure Is the responsibility of the building designer. 3.20 Impact bridging or lateral bradng required where shown 0+ SE K 15 8 0 9 81 4.No load should be applied to any component until after al bredng end 4.Installation of truss Is the responsibility of the respective contractor. 4• fasteners are complete end et no tiro should any bads greater than 5.Design assumes busses are to be used In a noncorrosive environment, design beds be applied to any component. end are for"dry condition"of use. y p !'y/t].l mry/'� �+ TRANS ID LINK B.Design assumes Wlbeadn9alsigsupports shown.Shim orwedge 11 EXPIRES. 12/31/2016 s.CompuTrus nes no control over and assumes no responsibility ler me necessary, fabrication,hendling,shipment and lnelel090n of components. 7.Design assumes adequate drainage Is prodded. December 8,2015 6.This design la furnished subject to the limitations set forth by 8.Plates shall be betted on both feces of truss,and placed so their center TPIAMCA in 8051,copies of warm will be Nmlehed upon request. 9.lineDigits Intl sidjoint le size of plate ler center e. Inches. MiTek USA,Inc.(CompuTrus Software 7.6.6(1L)-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 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2X9 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-6=(-134) 187 6-5=1 0) 18 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-270) 59 5-7=(-228) 313 5-3=( 0) 50 WEBS: 2x4 KDDF STAND 3-4=( -65) 53 3-7=(-327) 238 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PIE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -45/ 393V -93/ 136H 5.50" 0.63 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.0" -9/ 140V 0/ OH 5.50" 0.22 KDDF ( 625) 5'- 11.7" -56/ 109V 0/ OH 1.50" 0.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP IC OND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5-11-11 MAX LL DEFL = 0.019" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.019" @ 2'- 3.8" Allowed = 0.339" 1 T 4 MAX HORIZ. LL DEFL = -0.019" @ 5'- 4.0" 12 MAX HORIZ. TL DEFL = 0.015" @ 5'- 9.0" 7.50 �) � Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,-I load duration factor=1.6, ,--I Truss designed for wind loads M-4x6 `O 0 in the plane of the truss only. 3 m 4. ..AllMIIIIIIIIIIII.illl...-ME 4M1 ___________ .5X3 0 11 �� Mh3x4 0 0 M-3x4 M-3x5 l l l l 2-03-12 3-00-03 0-08-01 l l l l 1-00 2-05-08 6-00 3-06-08 ;(',..c0 P R OFe,, !PROVIDE FULL BEARING:Jts:2,7,4 I \ ''*.,..'k4 ..,9. /per 1 :9782PE "1", JOB NAME : 5019-B POLYGON - CJ3 ,,r -o'' Scale: 0.5115 ,,A. WARNINGS: O.This NOTES, uNeupon the ise parameters to "V OREGON Truss: CJ3 and 1. niMer Wrnin arodbrcontredorsnoommencesadvised ofail General Notes bulign component. mpbasednent.opyupon yo paremepramhowneter and lsopr individual U ant Warnings before construction coindirpbuilding comp onent.ponent Applicability of designspend pay of the and proper 2.234 compression web bracing melba Installed where sham t. Incorporation of component la the raeponalbEty of the building designer. .•T �i4gY. \8f �1� • • 3.Additional temporary bracing to Imre stability during comiruclien 2.Design and .t the top and began chords is be laterally braced al 7 N the responsibility of the erector.Additional permanent bracing of 2 0.0.end at IN o c reepedWay unless braced throughout their length by /� DATE: 12/8/2015 the oversl structure lame responsibility continuous sheathing such as plywood ghee ntnere 1 andbr drywau(BC). "A � A U L p apo ty of the building designer. 3.2x loped bridging or lateral bracing required where shown++ SEQ.: K 15 8 0 9 8 2 4.No bad should be applied to any component until ager ell bracing and 4.Installation of truss Is the raeponobitty of the reapectle contractor. fasteners aro complete and et no time should any bads greater than 5.Design assumes trusses are to be used N a noncorrosive environment, TRANS I D: LINK design bads be appiied to any component and are for"dry condition.or use. 5.CompuTrus has no control over and assumes no responsibility br I05 6.De sin seams.nal bearing at at suppom shown.Shim or asdg.n EXPIRES: 12/31/2016 : . fabrication,handling,shipment end installation of components, ry 7.Design mistimes adequate oth tens Is provided. December 8,2015 8.This design is furnished subject to the Ilmaetbna set blit by B.Plates shall be Ionletl on DOM taus of hues,and placed so their center TPIAICA in SCSI,copies of which wig be furnished upon request. Anes coincide with joint center lines. MiTek USA,Inc./Com uTrue Software 7.6.6 1L E 9.Digits indicate size of plats b inches. p ( )- 10.For basic connector plate design values see ESR-7311,ES13-198a(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: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-7=( -82) 187 7-6=( 0) 18 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. - 2-3=(-270) 59 6-8=(-141) 313 6-3=( 0) 50 3-4=(-174) 98 3-8=(-327) 147 WEBS: 204 KDDF STAND LOADING 4-5=(-119) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. DON. 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) OVERHANGS: 12.0" 23.7" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -30/ 355V -51/ 196H 5.50" 0.22 KDDF ( 625) 5'- 4.0" 0/ 1400V 0/ OH 5.50" 0.22 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -208/ 416V 0/ OH 1.50" 0.53 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. '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 LL DEFL = -0.011" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.019" @ 2'- 3.8" Allowed = 0.339" 5 MAX LL DEFL = -0.039" @ 7'- 11.7" Allowed = 0.197" --✓ MAX TL CREEP DEFL = -0.047" @ 7'- 11.7" Allowed = 0.263" MAX HORIZ. LL DEFL = 0.011" @ 5'- 4.0" 12 MAX HORIZ. TL DEFL = 0.015" @ 5'- 4.0" 7.50 9 Design conforms to main windforce-resisting 0 system and components and cladding criteria. A H Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, If Truss designed for wind loads in the plane of the truss only. M-4x6 3 1:1. kr, 0 8 o 0-m o M-1.5x3 oI 1 ..a..-_-. MI3x4 0 o M-3x4 M-3x5 2-03-12 3-00-03 0-08-01 ; . l y 1-00 y 2-05-08 5-06-03 y l QED PRoFe 6-00 1-11-11 N5< ..\�y,��E �0. (PROVIDE FULL BEARING;Jts:2,8,9 I ` * ` 89782PE � � r JOB NAME : 5019-B POLYGON - CJ4Sala: 0.4172 -� 0 GENERAL NOTES, unless otherwise noted: �y v /V y WARNINGS: y -74/OREGON © �y.... I.Saltier end eradbn contractor ahold be advised of an General Notes 7.This design is based only upon the parameters shown and h ler an individual l Truss: CJ4 and Warnings before oonstructbn commences. building component.Applicability of design parameters and proper 2.2a4 compression web bracing must be installed where shown« incorporation of compo^a^I la the raspomlblily of the building designer. "g A PI VR .i y /� 3.Additional temporary bracing to Insure stabllly during construction 2 Z o o.emotes the top and bottom chords la W laterally bead et s'I f { _4(yc Is the responsibility of the erector.Additional permanent bracing of T o.c.end et esID e.e.respectNely unless braced throughout their length by �y (�.y continuous sheathing such ee plywood sheathing(TC)endror drywall(BC). /*' ..I '� S i� DATE: 12/8/2015 the overall structure is the re•ponsbulty of the building designer. 3.2s Impel bridging or lateral bracing required where shown«« +v SE K 15 8 0 9 8 3 4.No load should be eppiled to any component hitt after an bracing end 4.Installation of as Is the responsibility of the reepectNe contractor. Q• fasteners aro complete end at no time eteold any beds greeter than 5.Deign mimes trusses are to be used In a non-corroebe environment, levan load.bee plied m any eomponem. and are ler"dry condition"of use. 12/31/2016/'� !� )�j(�{p T RAN S I D: LINK s.Cempurnw hes no control over and assumes no respenelbglty for the 8.Design assumes hit bearing at ell supportsshown.Shim or wedge if EXPIRES:t t 2/t71/20 1 6 fabrication.handling.shipment and Installation of components. 7.Design assumes adequate drainage la provided. December8,20 1 5 8.This design N furnished subject to the Beletlens set forth by 8.Plates shal be located on both feces of trues,end placed so their center TPEWTCA In SCSI,copies of which wit be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sloe of plate In Indus. MO ck USA,Ino./CompnTrus Software 7.6.6(1L).E 10.For basic connector pieta design values use ESR-1311.ESR-1988(Weir) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-7=( -76) 196 7-6=( 0) 18 BC: 2x4 ((IMF #1&BTR SPACED 24.0" O.C. 2-3=(-226) 62 6-8=(-130) 243 6-3=( 0) 49 WEBS: 2x4 KDDF STAND 3-4=(-201) 171 3-8=(-254) 136 LOADING 4-5=( -83) 96 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -26/ 374V -73/ 215H 5.50" 0.60 KDDF ( 625) 5'- 4.0" 0/ 119V 0/ OH 5.50" 0.19 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 10.9" -160/ 302V 0/ OH 1.50" 0.39 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7" -55/ 103V 0/ OH 1.50" 0.16 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. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 9-11-11 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" f MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5 -V MAX LL DEFL = -0.009" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.015" @ 2'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = 0.009" @ 5'- 9.0" MAX HORIZ. TL DEFL = 0.012" @ 5'- 4.0" 12 7.50 Design conforms to main windforce-resisting system and components and cladding criteria. 4 Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ,y (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), '-4 load duration factor=l.6, it ti Truss designed for wind loads i1 in the plane of the truss only. i N M-4x6 3 figeiassa o MIIIMMEMEM = M-1.5x3 1 M23x4 0 o M-3x4 M-3x5 .6 .6 l .6 2-03-12 3-00-03 0-08-01 1-00 , 2-05-08 7-y6-03 y E) PROS. 6-00 3-11-11 ' GINE •'�`S` 1/0 !PROVIDE FULL BEARING;Jts:2,8,9,5 I 4.4c..).1. V R /1. 89782PE r` JOB NAME : 5019-B POLYGON - CJ5 • Scale: 0.3706 , \• • WARNINGS: GENERAL NOTES, unless otherwise noted .,s�d� Truss: CJ5 1.Builder and erection contractor should be advised bag General Notes 1.ThIe design le based only upon Sr.parameters shown and le for an individual J' OREGON e•� and Warnings before construction commences. building component.Applicability of design parameters and proper Q 2.21(4 compression web bradng Inca Bon of component is the responsibny of the building designer. eO GARY. 15 �`( ng must be installed where shown*. 2.Design assumes IM tap and bottom chords to be laterally braced et 'V 3.Additional temporary bracing to insure stabmy during construction T e a and at 10 0.0.respectNey cHose braced throughout melt length by Is the respenstciluy of theI.erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywsl(BC). �'} f.. (.�� DATE: 12/8/2015 the owerew structure Is reeponslbAlly ohne building designer. 3.2s Impact bridging or lateral bredng required where shown O e U l• S - SEQ.: K 15 8 0 9 8 4 4,No load should be applied to any component until alter all bracing and 4.Insteletien of truss Is the responsibility of the respectNe contractor. fesienem are compete 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 wads be applied to any component. and are for"dry condition"or use. 5.CampoTrushas nocontrol over end assumes noresponsibility larthe S Design assumes!WIbeadnpalsigsupposesshown.ShbeorwedgeIf EXPIRES: 12/31/2016 febdceoen,handling,shipment end installation of components. nevi Design se '. lots.s""mea°dedon drainage'aprovided. December 8,2015 e.This design la CSI,coo es or to the limitations afurnished upon r g.Plass incl a Probed ceboth feces or sura,and placed w their center TPIMTCA Sr BCS!,wpbs sir which will be mmlMed upon request. lines coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.6 iL E 9.Digits Indicate size of plate In Inches. P ( )- 10.For basic connector plate design values the ESR-1311,E512-1968(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2- 8=(-102) 149 8- 7=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-230) 61 7- 9=(-175) 247 7- 3=( 0) 49 3- 4=(-262) 170 3- 9=(-259) 183 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-177) 91 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-120) 0 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" 24.0" LL = 25 PSF Ground Snow (Pg) LOCATIONS' 6/ACT I4S 1/ACT I78H 5I5E 0.61 ( 62S ) 0'- 0.0" -26/ 384V -81/ 278H 5.50" 0.61 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 4.0" -8/ 120V 0/ OH 5.50" 0.19 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 10.9" -136/ 300V 0/ OH 1.50" 0.38 KDDF ( 625) 9'- 11.7" -210/ 405V 0/ OH 1.50" 0.52 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 11-11-11 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" T 6 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.011" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.015" @ 2'- 3.8" Allowed = 0.339" MAX LL DEFL = -0.039" @ 11'- 11.7" Allowed = 0.200" MAX TL CREEP DEFL = -0.048" @ 11'- 11.7" Allowed = 0.267" 5 MAX HORIZ. LL DEFL = -0.011" @ 5'- 4.0" MAX HORIZ. Ti DEFL = 0.012" @ 5'- 4.0" 12 . 7.50 Design conforms to main windforce-resisting system and components and cladding criteria. '-I Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I (All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dir), 4 0 load duration factor=l.6, I Truss designed for wind loads f' in the plane of the truss only. M-4x6 3 �O _, 9 n_ 4i . o M-1.5x3 ' 1 - M83x4 , 0 M-3x4 M-3x5 J' y J' J' 2-03-12 3-00-03 0-08-01 1 J. J. l `RV P R OFk- 1-00, 2-05-08 , 9-06-03 J. C' r�GINE.. cgs/O 6-00 5-11-11 Ntc.` 1? (PROVIDE FULL BEARING;Jts:2,9,4,5 1 t 8e�C7,•gpC �C.•^ O/!G7�G!-G . JOB NAME : 5019-B POLYGON - CJ6 Scale: 0.3209 r" �� WARNINGS: GENERAL NOTES, urymno wmise noted ,.. OREGON (`5(�I T) 1.Budde and erection contractor should be advised of a8 General Notes 1.This design a based only upon the parameters shown end h for an Individual �r OR G O t V . py,. Truss: CJ6 and Warnings before cen.wdisn commences. building component.Applicability of design parameters and proper i� & (�` 2.244 compression web bracing must he installed where shown t. Design assuincorporatiomes of the topa n Is the ropondto of the balding deagner. (e 3.Additional temporary bracing to Insure debility during conslnMlon 2•S s.c.nd at 19 the lop and bayou chords..brto be rouMy braved etby _}Ys/ is the responsibility of the erector.Additional permanent brednof T nt:n ou at f 0 hio.n.reach as py less bread throughout rheic length). '' !�" ' A UL R- germane g continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.DI sped bridging or lateral bredng required where shown o e S E K 4.No bad should be applied to any component until afar ell bracing end 4.Installation of truss la the responsibility of the respective contractor. Q• 15 8 0 9 8 5 fasteners are compete and at no time should any loads greater than 5.Design assumes trusses are to be used Ins non-corrosive environment, dcci wade he applied m any component. end ere for"dry condition"of use. TRANS ID• LINK s.De.lgnassumes MIbearing atal supports shown.Shim orwedge if EXPIRES: 1`2/31/2016. 5.CompuTrus has no control over ant assumes no responsibility for the necessary, febnnegen.handling.shipment and installation of components. 7.Design assumes adequate drainage i.provided. December 8,2015 B.This design Is furnished subject to the limitations set forth by 8.Plates shall be touted on both faces of truer,and placed so their center TPIWICA In SCSI,copies of which will be famished upon request. g,limacoDigits incide wiwith joint iticcenter li in inches. s MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plata design values see ESR-1311.ESR-1958(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 10.9" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x9 ROOF #1&BTR SPACED 29.0" O.C. 2-3=(-165) 151 3-9=( -76) 30 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.8" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -24/ 378V -57/ 179H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -166/ 337V 0/ OH 1.50" 0.93 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 10.9" -18/ OV 0/ OH 1.50" 0.00 RODE ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4 -I 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 = 0.006"6MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.008" 12 � MAX TC PANEL LL DEFL = 0.060" @ 2'- 9.3" Allowed = 0.427" 7.50 MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.691" 3 MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.2" (,' Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, ITruss designed for wind loads Lo in the plane of the truss only. o 0 I I 2�� 5.t 0 1 M-3x4 1 l l y 1-00 6-00 1-11-11 WO PROpe 'PROVIDE FULL BEARING;Jts:2,5,3,9 I (r <0 kAG1NES. S<0 44 4t` 89782PE T.- • JOB NAME : 5019-B POLYGON - EJ3 ,_,. ., `++' Scale: 0.5080 WARNINGS: GENERAL NOTES, unless otherwnoted /' 0 Gr iss Truss: E J 3 Builder and eredion contredor should be advised of ail General Notes 1.This design h based only upon the parameter.shown and h for en Individual '9 OREGON �. and Warnings before canetructlon commences. building component.Applicabillly of design parameters and proper /• VO ‘" 2 2t4 compression web bradng must be inetalbd where shown 4. incorporation of component Is the responsibility of the building designer. .A� C/A rt,S) • 3 Additional temporary bndng to Insure stability during construction 2.Desitin assumes the tap and bosom sec braced to 8e laterally braced at 77 ''-T7 �! ', Is the responsibility of me erador.Additional permanent bracing of T o c.end at 10 a.c.such N.sly unless brecotl throughout their length byei DATE: 12/8/2015 the overall shudure la the responsibility of the building designer. 3 continuous bridging 'sheathing later l b.dng plywood required /rare.oo,and/+r tlrywaN(BC). • /i, f t � lopeddg go�theralbrsdngtyof the whereshown++ r"'1�./1� SEQ. K1580986 4.NobadsaMould bem apleteanfoany component until aloads greater than 4.InDesign ulwasIsms rare to be used fre rospedoe ee won fasteners sn complete and et no time should any fossa greater than s.Dsslen aawmea trusses an b be tees m.non-aorroaiwe enwbonment, deal bads be applied to an component. end Cr.for"dry condition"of use. EXPIRES: TRANS I D: LINK gr. ppl y compo en. 8.Design assumes fug bearing at el supports shown.Shim or wedge 11 12/31/2016 R CompuTrus has no control over and assumes no responsibility for the neceseery. fabrication,handling.shipment end instalNgon of components. 7.De/onassumes adequate drainage is provided. December 8,201.t 5 B.This design b furnished subject to the iimeatiens est forth by 8.Plates shah be located on both faces of buss,and placed so their center 4 V L TPNA/ICA in BENI,copies of which will be furnished upon request. linea coincide with joint center linea. B.MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For bats iei000n.she pplate inches.avalues p .inn values sse ESR-1311,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1ABTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-223) 205 3-4=) -89) 40 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.8" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 375V -72/ 214H 5.50" 0.60 (DIE ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 (DDE ( 625) 5'- 11.2" -191/ 365V 0/ OH 1.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 10.9" -50/ 89V 0/ OH 1.50" 0.14 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. IC OND. 2: Design checked fox net(-5 psf) uplift at 24 "cc 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 = 0.000" @ 0'- 0.0" Allowed = 0.006" 4 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.008" �� MAX TC PANEL LL DEFL = 0.039" @ 3'- 4.9" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL = -0.003" @ 9'- 10.2" 12 MAX HORIZ. TL DEFL = -0.003" @ 9'- 10.2" 7.50 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 rn (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �� o load duration factor=l.6, I Truss designed for wind loads o in the plane of the truss only. ko to cI li y 2 � 5► M-3x4 y 1-00 y s 00 1 3-11-1 i y .< D PR 'id' 'PROVIDE FULL BEARING;Jts:2,5,3,9 es` !. 9 4;:t' 89782PE JOB NAME : 5019-B POLYGON - EJ4 • Scale: 0.9386 �„ ''�' WARNINGS: GENERAL NOTES, unless otherwise noted: G4, OREGON 40 1.Builder and erection conirador Mould be advised of ell General Notes 1.This design Is based only upon the parameters shown and Is for an Individual /J_ 7 �REGON " fir. Truss: EJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper +� • 2.254 compression web bradng mule be installed where shown•. meorparanon of component is the responsibility Dille building dsalgner .q q Y... , 3.Additional temporary bracing to Indira stability during construction 2.Design and at 10 the top and bottom choles to be throughout braced at _+ is the responsibility of the erecter.Additional permanent bred f T o e. all(/'o c.respedNety unless braced throughout their length by (�`*V ng o continuous Wreathing ouch as plywood eheelhing(TC)andmr drywel(BC). PA..'+� �' DATE: 12/8/2015 the overall drudure la the responsibility of the building designer. 3.2x Impel bddging or lateral bradng required where shown 00 V SEQ.: K 15 8 0 9 8 7 4.No mad should be applied to any component until after al bradng end 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any mads greeter than 5.Design assumes trusses are to be used ins noncorrosive environment, TRANS ID. LINK design loads be applied to any component. anderefordrysondmm�•of use. Ef]/] /](� • 5.CompnTrue has no conhol over end assumes no responsibility for the B.Neon assumes tall bearing at all supports Mown.Shim or wedge if EXPIRES: 12/e.71l201 6 fabrication.handling,shipment end installation of components. 7.Design teumes adequate drainage Is provided. December 8,2015 B.This design is furnished eub)ed to the limitations set forth by B.Plates ehaN be located on both feces of true.and placed so their center TPIMTGA in SCSI.copies of which will be Nmlehed upon request. lines coindde with indicateakjoint center als aoi t ee te . line 9. et MITek USA,Inc./CompuTrue Software 7.6.6(1L)-E 10.For basic connector plete design values see ESR-1311,(58-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-223) 208 3-4=( -90) 90 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA OVERHANGS: 12.0" 2.8" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 374V -73/ 216H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -193/ 368V 0/ OH 1.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 0.0" -60/ 93V 0/ OH 1.50" 0.12 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. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. 1 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 = 0.023" I' MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.031" )� MAX TC PANEL LL DEFL = 0.038" @ 3'- 4.9" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.641" 12 MAX HORIZ. LL DEFL = -0.003" @ 9'- 11.2" 7.50 MAX HORIZ. TL DEFL = -0.003" @ 9'- 11.2" 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, 0 o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1 load duration factor=1.6, o` Truss designed for wind loads 0 I in the plane of the truss only. u, ko 0 0 M-3x4 y y 1-00 l 6-00 y 4-02-12 �D PROfi�CS (PROVIDE FULL BEARING;Jts:2,5,3,9 I �`cj�„ NGI N Ec.. /22 ¢' 897827E 9 JOB NAME : 5019-B POLYGON - EJ5 . Scale: 0.4371 ^" „ ' • WARNINGS: GENERAL NOTES, unless otherwise noted (.,r, 40 Truss: EJ5 1.Builder and erection contractor should beadvised ofalGeneral Notes 1.This design is based only upon the parameters shown and is for an individual 17 OREGON ES and warnings before construction commences. building component.Appliobillty of design parameters and proper Q Incorporation of „9 (jq� , AS �. ,( .�. 2.2t4 compression web bracing must be installed where Mown+. responsibility o g ed at r. 3.Additional temporary bracing to Insure stability during construction 2.Dan.Desigassumes the lop end bottom Malls to be throughout braced at fil Is the responsibility of the erector.Additional permanent bracing of 7 o.c end al 19 0<.reach..p y unless braced throughout their length by /,,. ` DATE: 12/8/2015 the averel structure Is the ro stbll of the balding designer. 2e tnr continuous sheathing gingor each es plywood sheething(TC)and/or tlrywap(BC). `, ^!'t epon ty 3.2e Impact bridging or lateral bracing required where.hewn.. pA'1 U L SEQ.: K 15 8 0 9 8 8 4.No mad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the rospedNa contractor. fasteners are complete and at no time should any mads greater than 5.Design assumes husees are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CumpuIras has no eonlrol over and assume.no responsibility for the B.Destgn asenrn full bearing at supports shim or wedge it necessary. EXPIRES; 12/31/2016 fabncedon,handling,ahlpme&and installation of components. 7.Design a.UmeBadequate drainage is provided. December 8,2015 8.This design N furnished rutted to the limitations set fort by 8.Plates shall be located on both faces of truss,end placed so their center TPw✓ICA Sr SCSI,copies of which will be furnished upon request. lines coincide with)nmt center liner 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-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #14,BTR LOAD DURATION INCREASE = 1.15 1-2=(0) 60 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(0) 85 TC LATERAL SUPPORT 0= 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 BEG 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/ 276V -15/ 59H 5.50" 0.44 KDDF ( 625) 1'- 10.9" -159/ 185V 0/ OH 1.50" 0.30 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 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. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.110" MAX TC PANEL TL DEFL = -0.007" @ 1'- 1.5" Allowed = 0.165" MAX BC PANEL LL DEFL = 0.013" @ 3'- 11.6" Allowed = 0.404" MAX BC PANEL TL DEFL = -0.129" @ 5'- 3.2" Allowed = 0.539" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL= 0.000" @ 1'- 10.9" 1-11-11 T f Design conforms to main windforce-resisting system and components and cladding criteria. 12 7.50 Wind: 140 mph, h=19.8ft, osed .2,.20E=6.0, ASCE D, (All Heights)), Enclosed,, Cat.2, Exp.., MWFBSRS((Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 3 in 0 r 0 I o 0 I o �<4 / 0 1 M-3x4 y y l 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 I 9-00 ..i\ p P R Opk. c 89782PE r' JOB NAME : 5019-B POLYGON - FJ1 . • Scale: 0.574 •7 -- r WARNINGS: GENERAL NOTES, unteupothereparnoted' �A.()FiEGC11V�Q�� 1.Balder and erection comedo,should be advised of al General Notes 1.This design is bases only upon the parameters mown and Ie for en Individual OI-1 yr v, Truss: FJ1 and Warnings before construction commences. budding component.Applbelllty of design parameters and proper `� r Z.944 compression web b ednp must be installed where*hewn+. Design assuincomoratiomes a component hint m chords of the bidding designer. F+ J _l< 3.Additional temporary bracing to insure stability during construction 2.Design assumes ms lap and bottom dloks Ic los laterally braced at V Is mere responsibility I the coder.AddNonal permanent brad I Y c.c and at 10 c.c.each so sly unless braced throughout their bnglh by Rh. �,,A..0 L. pla.' pon M opermane ng o continuous sheeting such es ptywoud sheathing(TC)endbr drywsg(BC). DATE: 12/8/2015 the sacral skudure Is the responsibility of the bolding designer. 3.2x Impact bddging or lateral bradng required where shown++ SE K 15 8 0 9 8 9 4.No load should be applied to any component until after al bredng end 4.Installation of truss Is the responsibility of the roepadBe contractor. Q• fasteners aro complete and at no time should any bads greeter than 5.Design assumes trusses are to be used In a noncorrosive environment, design loads be applied to any component. and are for"dryMI bean of use. t� c�+ .l t].l) /�.4 TRANS ID: LINK 8.Design assumes MI bearing at al supports shown.Shim or wedge if EXPIRES 12/3'/2016 5.CompuTrus has no control over and assumes no responsibility br the necessary, fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. December 8,2015 e.Thh design la furnished subject to the limitations set but by B.Plates shall be located on both fads of Ines,end placed ao their center TPW/TCA In SCSI,copies of which will be fumbhad upon request. lines 9.Dies Indicate coincide with joint alas plate terinches. lines. MiTek USA lnc./CompuTrus Software 7.6.6(1L(E 10.For basin connector plate design values sea ESR-1311,ESR-1988(MITak) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x9 KDDF 916BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4= BC: 2x4 KDDF 01SBTR SPACED 24.0" O.C. 2-3=(-37) 76 (0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 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" -34/ 361V -29/ 97H 5.50" 0.58 KDDF ( 625) 3'- 10.9" -184/ 175V 0/ OH 1.50" 0.28 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 0.0" 0/ 77V 0/ OH 5.50" 0.12 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" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.228" MAX TC PANEL LL DEFL = -0.013" @ 2'- 3.8" Allowed = 0.268" MAX TC PANEL TL DEFL = -0.035" @ 2'- 0.7" Allowed = 0.402" MAX BC PANEL TL DEFL = -0.179" @ 9'- 11.3" Allowed = 0.539" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL= 0.000" @ 3'- 10.9" 3-11-11 T 1' Design conforms to main windforce-resisting 12 system and components and cladding criteria. 7.50 17 Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. N O o fi O _ EE44 M-3x9 l l y 1-00 (PROVIDE FULL BEARING)Jts:2,3,4 I 9-00 �'y "c(- f 1(J/ `'�y t1 N E,�� /, 89782PE 'c JOB NAME : 5019-B POLYGON - FJ2 ���''.++^��•J^'' Scale: 0.5247Alla , v1��//G� \. YVARalder: GENERAL design untess uponthvdn parameter. ' OREGON Truss: FJ2 1.Builder erectionbetel contractor should eobencelnd of all General Nona 1.builsingcolpnebased.onlyupony c pesgn parameters and isrepenIMlddwl �� sod Wemings bents construction commences. building component.Appinabiltty of design Poramean aM proper (14 2.2.4 campnnnn web bradng must be instated v.1wro chovm e. Incorporation of component is Ms responsibility of the building designer. .e j ^ y: (+ 3 Additional temporary bracing to insure stability during construction 2.Design assumes the tap and bottom chords to los laterally braced at 7 'l �1j.` Nth.,responsibility sl the erector.Additional Ponnenenl bracing of T o c.and at 10 o.c.rospeaplywood unless braced throughout their length by , UL DATE: 12/8/2015 the overall structure Is the responsibilityf the bund) designer. continuous sheathing or such as pdeg e required sheathing(TG)s aw lir drywen(SC). �A o ng g 3.2s Impact brttlging or 16.re bracing h.resile Moven SEQ.: K 15 8 0 9 91 4.No bad should be applied to any component until ager al bracing and 4.Inetelatlon of tons is the responsibility eche respedNe contractor. fastener.are complete and at no time should any bads greater than 5.Design assumes trusses an to be used ins non-corretive environment, TRANS ID: LINK design loads be applied to any component end are for-dry condition.or use. 5.cam uTnn he.no control over and assumes no res 6.Design assumes rel bearing at el supports strewn.Shim or wedge 11 EXPIRES: 12/31/2016 P responsibility for the sorry fabrication,handling.shipment and installation of components. 7.ledge names adequate drainage Is prodded. December 8,201.I 5 6.This design Is furnished subject to the(imitations set forth by 8.Pates shall be located on both faces of Inns,end placed so their center TPINVTCA In SCSI,copies of which will be rumahed upon request. Ones coincide with joint center Ones. 9.Digits Indicate abs of pieta in itches. MITek USA,Inc./Compulrue Software 7.6.6(1L).E 19.For basic connector plate design values sae ESR-1311,ENR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 204 KDDF #1&BTR SPACED 29.0" O.C. 352 -4=(--75)168) 130 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -58/ 175H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -166/ 336V 0/ OH 1.50" 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -13/ OV 0/ OH 1.50" 0.00 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. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.060" @ 2'- 9.3" Allowed = 0.427" ', MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.641" 12 , MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" 7.50 177 MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" 3 Design conforms to main windforce-resisting ') system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), r1 load duration factor=l.6, o I Truss designed for wind loads in the plane of the truss only. 0 N w0 O fi C N I 2�� 5►� 0 1 M-3x4 l l 1 l 1-00 6-00 1-11-11 ,(�¢�� pR(je 'PROVIDE FULL BEARING;Jts:2,5,3,9 I rC' GINE ./ ,c- :9782PE r JOB NAME : 5019-B POLYGON - FJ3 .4' Scale: 0.5080 WARNINGS: GENERAL NOTES, unless otherwise noted ,/ f:/ OREGON 1.� 7.Binder and erection contractor should be advised of all General Notes 1'buildingm .sign is based nt.Apprylkpon the tl sign parameters.6005 and r e Individual ,/�i i1-OR l,-1 OI Y�H /��y,.. • Truss: FJ3 and Warnings before censWdbn commences. Incorporation of component Is the responsibility or the building designer.properlie � 4,i)( <I RY -�Cj 'C[ 2.2x4 compression web bhang mutt be installed where shown+. 2 Design assumes the top end bottom chordal°be laterally braced sl � - 3.Additional temporary bracing to Insure stability during construction T o.c.and el 10'°.c.respectNely unless braced throughout melt length by //��s t [L, is the responelbbty of the credo,.Addtttonel permanent bracing of continuous sheathing such es plyvmod sheathing(TC)andlordrywaN(BC). � /)it UL ``' DATE: 12/8/2015 the overall sirudura Is the responsibility of the building designer. 3.20 Impact badging or lateral bracing required More shown a r. S E K 15 8 0 9 9 3 4.No bad should be applied b any component uMN after aN bracing end 4.4.Design assumes of truss ru is I.thhe e reaato bebldy of used In ee resp. lit.contractor. Q• fasteners aro complete and at no time should any bade greater than and are ler-dry condition•of use. y TRANS ID: LINK design loads be applied to any w d sac. B.Design assumes 55 bearing al all supports thaw".Shim or wedge if EX1PIRES. 1�1/� �r • 5.C°mpuTua hes no control over and assumes no reeponalbllily ler the necessary, EXPIRES: Gt febriwlbn,handling,shipment end installation of components. 7.Design assumes adequate drainage b prodded. December$r2�l 5 5.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both feces of trues,and placed so their center TPINVECA In SCSI,copies of which will be furnished upon request. 9.Ins,DigitIndicate Wee oInt plebt.rin lcees s. MiTek USA,Inc./CompuTrus Software 7,6.6(IL)-E 10.For basic connector plate design value.we ESR-1311,ESR.t958(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 RIDE #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-226) 207 3-4=( -90) 40 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 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" -22/ 374V -73/ 215H 5.50" 0.60 KDDF ( 625) LL = 25 PIE Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -192/ 367V 0/ OH 1.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -50/ 91V 0/ OH 1.50" 0.15 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. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.038" @ 3'- 4.9" Allowed = 0.427" ') MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL = -0.003" @ 9'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 9'- 10.9" 12 7.50 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 0 mTruss designed for wind loads A o in the plane of the truss only. r Up o t 0 0 2►• 5► -f 0 M-3x4 y 1-00 y 6-00 y 3-11-11 y ia0 PROFL- il 'PROVIDE FULL BEARING;Jts:2,5,3,4 I GlN E V•;' 4� 97$2PE 9r JOB NAME : 5019-B POLYGON - FJ4 ,,, ..r Scale: 0.4386 / / 40 WARNINGS: O.Uric dL NOTES, unlessnlire otherwise noted: -7 OREGON[ '-- Truss: Truss: FJ 41s.adder and erection contredor shoed be commences. of al General Notes This design Is based only upon the p design a r sewn and Is for r Individual 's end Warnings before construction commences. building component.Applicability of design parameters and proper + V9' I. 2.254 compression web bradng must be Instalbd where shown•. Incorporation of component Is the responsibility of the building designer. II j,/4/4y A6 V �}! 3.Additional temporary bracing to Insure stability during caMiructlon 2 Design end.t 1 a the top end bottom chords to be laterally braced et T 'l by Is the responsibility of the erector.Addgbnal permanent bredng of 2'contes.inuous al t a0 o c respectively as ply unless a brew'(TC)a throughout their length) ), 744` PA UL R� canmpeds sheathing etch as acingplywore tired where s and/•drywaA(BC). DATE: 12/8/2015 the averel structure Is me responsibility of building serener. 3.a<Imp.°bridging or lateral bracing required wnere snow„.. SEQ.: K 15 8 0 9 9 4 4.No load should be applied to any component until after all bredng end 4.Installation of trues la the responirAty of the respedle contractor. fasteners are complete and al no time should any bads greater than 5.Design assumes trusses are to be used In a Mn-corrosive environment, TRANS ID: LINK design beds be applied to any component. end are for'My condition.of use. 5.CompuTrua has no control over and assumes no responsibility for me S. sign eeeamea full bearing at sl supports shown.Shim or wedge II mmmry. EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage O provided. December 8,2015 e.Thio design Is furnished subject to the limitations set forth by e.plates shat be located on both faces of wsa,and placed so their center TPWVICA In SCSI,copies or which will be fumlehed upon request. Anes colndde with joint caller lines. MITek USA,Inc./Com Trus Software 7.6.6 1 L E 9.Digits indicate size of plate in inches. PD ( )- to.For basic connector plate design values me ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #165TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 08 3-4=(--90)22) 240 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 4.0" TOTAL LOAD = 42.0 PIP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 374V -73/ 216H 5.50" 0.60 KDDF ( 625) LL = 25 PIF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -193/ 368V 0/ OH 1.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 0.0" -64/ 95V 0/ OH 1.50" 0.12 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/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 = 0.033" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.044" M-3x4 40 MAX TC PANEL LL DEFL = 0.038" @ 3'- 4.9" Allowed = 0.427" MAX TO PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL = -0.003" @ 9'- 11.2" 12 MAX HORIZ. TL DEFL = -0.003" 9 9'- 11.2" 7.50 Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, 60(.0, MWFRS(Dir), 0( .+ load duration factor=l.6, �� rn Truss designed for wind loads o in the plane of the truss only. u> 0 I �� 5�� I )1 l l l BEd P R Q�r� ' 1-00 6-00 4-04 '�{� s,,` !PROVIDE FULL BEARING;Jts:2,5,3,9 �`. `GINE /4 /O, - 89782PE f� JOB NAME : 5019-B POLYGON - FJ5 • sale, 0.4315 -1 , , IWARNINGS:Bidder .ThisGENERAL design iNOTES, uMeeen errnse paramete' „7+e,,,, OREGOC,11N ©'� �. i.Bulder ant erection contractor Mold be advised of all General Nates 1.This design la based only upon the parameters Worn and N ler en individual G G41 V I V Truss: FJ5 and Wamings before contraction commences. building component.Applicability of design parameters and proper 2.2c4 compression web brodnp musi be installed Were Mown�, Design of component Is the responsibility of the leu/ding designer. 9 •I Fq y. AGj (' 3.Additional tmperary bracing to Insure stability during construction 2.Design enwmee the top and c Issm dome 10 be leroro8y beced at _l�{f Is the responsibility t the erodor.Additional permanent bracingf P o,c.and et sheathing10 .each C.sly unless braced throughout their length by V M o o continuo. such as plywood sheathing(TC)and/or drywaN(BC). PAUL. n DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.2r Impact bridging or Wend bracing required where Mown O s SE : K 15 8 0 9 9 5 4.Na bad Would be applied to any component until after al bracing end 4.Installation of trues Is the responsibility of the respective contractor. 4• fasteners are complete and at no time Mould any bads greater than 5.Desimea busses are to be used in a noncorrosive environment, design beds be applied to any component. end are for"dry condition"of ileo. ��//�'] TRANS I D: LINK 5,Computrus hes no control over and assumes no responsibility ler the 8.Design assumes full bead gat all supports Moven.Shim or vrodge if EXPIRES. 12/31/2016 fabrication,handling,shipment end installation of components, 7.Design assumes adequate drainage is provided. December 8,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed w their center TPI/VWCA in BC51,copies or which all be furnished upon request. line9.Digits coincideinncdte ssstr joint ot plate center eies. inches. MiTek USA,Inc./CompuTrus Software 7.6,6)1L)-E 10.For bele connector plate design values sea ESR-1311,E512-0908(MITek) Thin PACIFIC designLUMBER-BC prepared from computer input by LUMBER SPECIFICATIONS TRUSS SPAN 19'- 3.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2= BC: 2x4 KDDF #168TR SPACED 24.0" O.C. 2-3=(-469) 453 2-8=(0) 0 3-4=(-324( 289 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-231) 200 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=(-119) 89 DL ON BOTTOM CHORD = 10.0 PSF - 6-7=( -47) 22 OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LL = 25 POE Ground Snow (Pg) BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -23/ 377V -145/ 423H 5.50" 0.60 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -208/ 348V 0/ OH 1.50" 0.45 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9'- 11.2" -138/ 231V 0/ OH 1.50" 0.30 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 13'- 11.2" -159/ 272V 0/ OH 1.50" 0.35 RODE ( 625) 17'- 11.2" -123/ 209V 0/ OH 1.50" 0.27 KDDF ( 625) 19'- 3.2" -4/ 3V 0/ 0H 1.50" 0.01 KDDF ( 625) 8-01-03 11-02-01 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. • VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.041" @ 3'- 7.4" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.641" MAX HORR. LL DEFL = -0.009" @ 17'- 11.2" 5 MAX HORIZ. TL DEFL = -0.009" @ 17'- 11.2" 12 7.50 Design conforms to main windforce-resisting system and components and cladding criteria. 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, M-3X5(5) o Truss designed for wind loads in the plane of the truss only. 3 K.1111111.1 M-3x4 EDPRpre J 1-006-00 13-03-04 NJ - ��GINE . l, 414 (PROVIDE FULL BEARING;Jts:2,8,3,4,5,6,7 I (' 89782PE 7� JOB NAME : 5019-B POLYGON - FJ10 • Scale: 0.2585 C,- WARNINGS: GENERAL NOTES, unless otherwise noted iv Truss: FJ 101.Builder and erection contractor should be advised of a1 General Notes 1.mM is deagn Is based only upon the parameters own and Is reran IndMdual ' LJRmG V iN ye and Warnings before coneteuctlon commences building component Appllcabinly of design parameters and proper / V i( 2.2c4 compression web bracing mast be Installed where shaven.. incorporation of component Is the responsibility of the building deaigner. �)? .4p Y 15 ��' 3.Additional temporary bracing to Insure sfaallly during construction 2 Design assumes the top and bottom drone to be laterally braced at 7 Is the responbbllly of the erector.Additional permanent bracing ofmMlnuo To.e.end ah.et 117 o.c.nucha plywood unless braced throughout their length by DATE: 12/8/2015 the overall structure Is the re 2,Impat rdglrg or latehasshed where .cndro•tlrywal(BC). tl early component of the bulcho designer. 3.2t Impact bridging lore lateral bredng required whet.shown.. UL `4 SEQ.: K 15 8 0 9 9 6 4.No load Mould be applied to any component untl alter an bracing and 4.Installation of Mu Is the reeponsibilty of the respective contractor. fasteners are complete and at no time Mould any pads greater than 5.Design assumes trusses are to he used in a non.vorrosive environment, TRANS ID: LINK design cede be applied to any component. end ore for"dry condition"oruse. 5.CompuTrus Ms no control over and°°come°no reepon°(bully for the S.Design assumesfors be.Hng et.1 supports shown.Shim or wedge n EXPIRES: 12/31/2016 fabrication.handling,shipment end Installation of components. 7.Design ssumes adequate drainage la provided. December 8,2015 6.This design Is Nmlehed subject to the limnaEons set forth by 8.plate°shag he located on both faces of hum,and Pla°d so their caner TP8WICA m SCSI,copies of which wig be furnished upon request. Anes coincide with Joint center lines. MiTek US Inc./Com Trus Software 7.6.6 1 L E 5.Digits maioate sin of plata In inches. A, W ( } 10.For bebc connector plate design values see ES12-137 t.ESR•18e8(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) 60 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-99) 96 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -58/ 296V -15/ 59H 5.50" 0.97 KDDF ( 625) 1'- 10.9" -107/ 101V 0/ OH 1.50" 0.16 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 98V 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. ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.110" 1_11-11 MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.165" 1' 'I MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.254" MAX BC PANEL TL DEFL = -0.021" @ 3'- 3.8" Allowed = 0.339" 12 MAX HO RIZ. LL DEFL = -0.000" @ 1'- 10.9" 7.50 MAX HORIE. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, 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 O in the plane of the truss only. oI r 0 "+ o 1 1 [ 1 M-3x4 yy 1-00 'PROVIDE FULL BEARING;Jts:2,3,9 I 6-00 50PROpe 8782PE r'" • .r JOB NAME : 5019-B POLYGON - J1 Scae: . - l 06771 WARNINGS: GENERAL NOTES, unleuolherwtasnoted / �V 2Q�(1) 1.Builder and erection oontrador shouts be advised ofd General Notes 1.This design Is bawd only upon the parameters shown and Is for an individual OREGON Truss: J1 end Warnings balere consinction commences. buildingrpo component.cM Applicability of design parameters and proper !. 2.214 compression web bradng mud be Installed where shown,. Nr Incorporation of component is Me responsibility or the building designer. V 3.Additional temporary bradng to Insure stability during construdlen 2.Design assumes the lop and bottom dosis to be leUnly braced at1:9y� is the responsibility of the erector.Additional permanent booing of 7 continuous end a ee hin.respectively no ply wood a braced throughout r d yir all B by - �-A ,L C�S'�s coMinuou sheathing such es plywood sheathing(TC)endo tlryweg(BCj. I" U DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.21 Impact bridging or lateral bradng required where Mown n• S E K 15 8 0 9 9 7 4.No load should be applied to any component until after as bradng end 4.Installation of tens is the rasponsibilty of the respective contractor. 4•• ("tenon are complete and at no time should any leads greater than B.Design assumes trusties are to be used in a noncorrosive environment, de sign hada be applied to any component. andanfor°dry full bon•oruse. TRANS ID: LINK 8.Design eddies ulbearingatslsupWnssheer.Shim orwedge if EXPIRES: 12/31/2016 5.Compu7rus has no control over and assumes no responsibility for Ms neceeury. fabrlutlen,handling,shipment and installation of components. 7.Design assumes adequate drainage is prodded. December 8,201 5 8.This design is furnished subject to the limlatisns set forth by 8.Plates"hail be located on both faces of truss,and placed ss their center TPFWICA In SCSI,copies of which wlil be furnished upon request. 9.lineDigicoindde ts indicate aith joint oi dateder in inches. MITek USA,Ina./CamptTrUS Software 7.6.6(10-E 10.For basic connector piste 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" TC: 2x9 ROOF #16BTR IBC 2012 MAX MEMBER FORCES F/Cg=1.00 BC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(O 2-9=(0) 0 SPACED 29.0" O.C. 2-3=(-76) 61 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAXEA VERT MAX BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) TOTAL LOAD = 92.0 PSF 0'- 0.0" -93/ 39611 -29/ 97H 5.50" 0.55 ROOF ( 625) 3'- 10.9" -106/ 126V 0/ OH 1.50" 0.20 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 57V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" 3-11-11 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" f MAX TC PANEL LL DEFL = 0.015" @ 2'- 2.2" Allowed = 0.268" MAX BC PANEL TL DEFL = -0.034" @ 3'- 1.9" Allowed = 0.339" 12 7.50 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=20.9ft, 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 r1 in the plane of the truss only. 0 0 N °I C O 0 1 • 4 M-3x4 1 l 1-00 6-00 y (PROVIDE FULL BEARING;Jts:2,3,4 ��o '�NGIN� ,, /b ` 89782PE �r JOB NAME : 5019-B POLYGON - J2 Scale: 0.6021 -:..4' WARNINGS' GENERAL NOTES, unless°thenwlae noted r 'COPrd -_+ Truss: J2 1.Builder and erection contractor should be advised oladGeneral Notes 1.This design is based only upon the parameters shown and is for an individualOREGON-5y� '' and Wamings before construction commences. bidding component.Applicability of design parameters and proper �y d- �} .{ O Z 244 compression web bracing must be installed where shown.. Design assn o/wmpop an h the responsibility of the binding designer. 7�('S 'l AY ` ��y�� 3.Additional temporary bracing to Insure stability during oonsirucllon 2.Design assume.me top and bottom chorda to be laterally braced at ires) Is the responsibility of the erector.Additional permanent bracing of 7 o c.and et 10'o e reapedNely unless braced throughout their length by DATE: 12/8/2015 the overal structure is the responsibility of the building designer. continuous Wreathing such esacwg re uire whereC)andbrtlrywal(BC) • � {� 4.No load should be applied to anycomponent3.rev Impact bridging or lateral bracing required rasps shown ..- SEQ.: K 15 8 0 9 9 8pW untl after all bracing and 4 Inelaletion of truss is IM responsibility of the respective oonlrador. fasteners are complete and at no time should any bads greater than 5.Design assumes wases are to be used Ins non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are br'dry condition•of use. 5.CompuTrus Ms no control over and assumes no responsibility for the a Design assumes full bearing sl sig supports shown.Shim or wedge I( y' fabrication,handling.shipment and Installation of components. nexeury. EXPIRES: 12/31/2016. . 8.This design is furnished subject to the limfations set forth by 8.Design assumes on drainage facelapross, December 8,2015 TPUWT0A In SCSI,co8.Plates abet be located on both faces of truss,end placed w their cellar pies of which will be furnished upon request. lines coincide with Joint center lines. Mi7ek USA,Inc./CompuTfUc Software 7.6.6(1L)-E B.Digits Indicate size of pate In Inches. io.For basic connector plate design values sea ESR-I311,ESR-1988 IMITek) 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: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x4 KDDF 01&BTR SPACED 24.0" O.C. 2-3=(-114) 86 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -96/ 902V -93/ 136H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 75V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -80/ 15W 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. '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/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 = 0.102" @ 3'- 7.2" Allowed = 0.425" MAX TC PANEL TL DEFL = -0.103" @ 3'- 4.8" Allowed = 0.638" 5-11-11 1' MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 7123 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. rn 0 Noc0 I ONEMBM0 1 l y i' 1-00 6-00 �E) P R V/'lfe PROVIDE FULL BEARING;Jts:2,9,3 I V t' 0 - 89782PE r- JOB NAME : 5019-B POLYGON - J3 ; "4. • Scale: 0.5502 41111 NI.Builder GENERALignIsb, untsuponthepara ate , , �A.OREGONZpN's I.Budder end erection contractor ahodtl be advised of all General dales 1.This design Is bawd only upon the parameters=hewn and Is for en individual -v `,i Truss: J3 and Warnings before consWctioncommences. buidingcomponent.ApplicabNltyofdesign parameters and proper Q' 2.2a4 eompressbn web bracing must be Installed whers shown. Incorporation of component is the responsibility of the budding designer. -7 q RY 15 (er at 3.Additional temporary bracing 10 Insure stability during eonatnvcOe 2 Design assumes the top and bottom chords la les letararoy braced length _4 Is the responsibility of the erector.Additional permanent braving of 7 o.c.and al f 0'o.c.rsapectNsly unless braced throughout their length byit' V continuous sheathing such as plywood sheathing(70)and/or aowag(ec). Pq U L. ``� DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.2s impact bridging or lateral bracing required where shown"• S E K 15 8 0 9 9 9 4.No bad should be applied In any component until after al bredng and 4.4.InsdQe�gn ssuftn of trussh Is the he e.repe stbio be used fIof tthe respe ttNe e canal tor. rat. 4•• fasteners are complete and at no time should any basis grouter than end are for"dry condition"of use. TRANS ID: LINK design bads be applied to any component. 6.Design assumes fun bearing atalsupports shown.Shimorwedge It EXPIRES: 12/311 Oi6 5.CompuTNe has no control over and assumes no reaporroldley ler the necessary. fabrication.hendiing.ehipm.nt end Installation of components. 7.Design assumes adequate drainage is provided. December 8,2015 6.This design Is furnished subject to the limitations sat forth by B.Plates shall be located on both faces of trust,end pieced as their center TPbWFCA in SCSI,copies of which will be furnished upon request. Ines 9.Ilene Indicate aka of plate in Inches incide with joint center s. MiTek USA.Inc.JCompuTtus Software 7.6.6(1L)-E 10,For bade connector plate design values sea ESR-1311.ESR-1968(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 60 2-5=(0) BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-168) 152 ( ' 0 3-9=( -75) 30 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 378V -58/ 175H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -166/ 336V 0/ OH 1.50" 0.93 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -13/ OV 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 4 --✓ MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.060" @ 2'- 9.3" Allowed = 0.927" MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.641" 12 (, 7.50 MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" 3 Design conforms to main windforce-resisting ) system and compohents and cladding criteria. Wind: 190 mph, h=21.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Mo load duration factor=1.6, I Truss designed for wind loads o in the plane of the truss only. Lil o 0 IilliN I 1 201,:a4g 1.1=-5.10 M-3x4 1 l .L l 1-00 6-00 I 1-11-11 ��4�C} PR OFFS, PROVIDE FULL BEARING;Jts:2,5,3,9 f � )G� 1:� f� (,4 ` - 89782PE �<" JOB NAME : 5019-B POLYGON - J4 .-'. rlr►' Scale: 0.5080 WARNINGS: 1111/ ulO.ml.Lde gnlab, uMauponthe ae ramete i" OREGON Truss: J4 Builder and creation cenlredor should be advised of al General Notes This building oo la rent only upon s o parameters shown and is for an individual ) and Warnings before construction commences. building component.Applicability of design parameters and proper y1© 2.2x4 compression web bracing must be Installed where shown+. incorporation of component la the responsibility of the binding designer. 1% �'1`y 4i5 (,.� N' 3.Additional temporary bracing to Insure stability during construction 2 Design radatlassumes me lop sot bottom drones to be laterally braced at 7 •fJ' Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and alt 0 o c.respectively unbars braced throughout thetr length by /�UL +tt a,�'l DATE: 12/8/2015 the overal structure la the responsibility of the building designer. continuous bridgingsheathing en lter l b plywoodsheathing(7C)required tAsteMom+r drywal(BC). �/`I.V L.... 3.2s Impact oftree or lateral bracing required wbera Mom++ SEQ.: K 15 8 10 0 0 4.Na bad stroma be applied to any component until after al bracing end 4.Installation of truss Is the reaponsiMNty of the reepedNa centrodor. fasteners ere compete and at no time should any bads greater than 5.Design assumes trusses are to be used Ins non.onosie environment TRANS I D: LINK design bade be applied a any component. and are for"dry condition.or use. y {� 12/3112016 ry/Yj t{]({ c 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes mil bearing at ail supports shown.Shim or wedge if EXPIRES. 1 2/317:201 6 febrlcation,handling,shipment and Installation of components. necessary. 7.Design assumed. 8.TNa design N furnished aubJed to the limitations set forth by 8.Plates chat belloocated oneboth faceadrainagelo trruvag and placed so their center December 8,2015 TPIMTCA in SCSI,copies of which will be furnished upon request. Nnes celndde with Joint center line. 9.Digits indicate size of plate In inches. MiTek USA,Ina./CompuTrus Software 7.6.6)1L)-E 10.For basic connector plate design values me ESR-1311,ESR-1988(1•11-ek) This FIC designLUMBER-BC prepared from computer input by PACI LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=10) 0 BC: 2x9 KDDF #1SBTR SPACED 29.0" O.C. 2-3=(-226) 207 3-9=( -90) 90 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 374V -73/ 215H 5.50" 0.60 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -192/ 367V 0/ OH 1.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -50/ 91V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSE LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 4 -/ MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.038" @ 3'- 4.9" Allowed = 0.927" ') MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.641" I MAX HORIZ. LL DEFL = -0.003" @ 9'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 9'- 10.9" 12 7.50 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.3ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads �rj Mo in the plane of the truss only. r o to 0 li mu, 0 2 5 1 o M-3x9 lif0 PR 0 Fe 1-DO y 6-00 ROVIDE FULL BEARING;Jts:2,5,3,91-11 ,5,3 91-1� y �Glk G �y�.." -- c; �i 'T 2 89732PE JOB NAME : 5019-B POLYGON - J5Scale: 0.9306 WARNINGS: GENERAL NOTES, unless otherwise noted . `t, 1.Builder end erection contredor should be advised of al General Notes 1.This design is based only upon the parameters shown and is for an Indlvldual 7 OREGON pN. �'�"- Truss: J5 and Warnings before construction commences. building component.Applicability of design parameters and proper I) 2.2a4 compression web bracing must be!Walled whore shown�. incorporation of component Is the responsibility of the building designer. ""9 so-Al L'f 4f i 3.Additional temporary bracing o Insure stability during construction 2.7 0.0.assumes et 10 the top end boty u ese braced c d throughout urally braced enby a'1 !' NI is the reepensibilly of the erector.Addllonal permanent bredng of T ntio and ai hin.respectivelyas s braced d/their dry length). �y Q. continuous sheathing such as plywood sheathing(TC)end/or tlrywal(BC). � �A..0� �`� DATE: 12/8/2015 the overall structure Is the reapondblity of the building designer. 9.2e Impact hedging or lateral bracing required where shown+• SE K 15 8 10 0 1 4.No bad should be applied to any component until alter al bredng and 4.Installation of truss is me responsibility of the respective contractor. 4•: fasteners are complete end at no time should any bads greeter than 5.Design assumes trusses are to be used Ina non-corroarve environment, design bads be applied to any component, end are for"dry condition"o1 use. EXPIRES: 12/31/2016 l/�,rfj.l/Y]/�{p TRANS ID" LINK 8.Design assumes full bearing Stell supports shown.Shim or wedge i1 EXP RES: tG/W7 IT:GV I6 5.cempurrwhas nocontrol over and.ewmee.caresponsibilityfor re... . {� tebricsticn,handling,aspment and Metaled'.of omponente. 7,Design assumes adequate drainage is provided. December 8,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed se their center TPIANTCA In BCSI.copies of which will be furnished upon request. 9.Inca indicatewit t int ocenate terlliines. DigitMITek USA,Inc.ICompUTrua Software 7.6.6(1L)-E 1o.For basic connector plate design values see ESR-1311,ESR-1988(MTM) 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 TC: 2x9 KDDF 61&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-6=(0) 0 BC: 2x9 KDDF A15BTR SPACED 29.0" O.C. 2-3=(-276) 260 3-4=(-132) 96 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -45) 22 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 POP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 376V -88/ 257H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -189/ 353V 0/ OH 1.50" 0.45 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -106/ 189V 0/ OH 1.50" 0.24 KDDF ( 625) 11'- 11.7" -23/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 I( MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" A MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.040" @ 3'- 4.9" Allowed = 0.427" q MAX TC PANEL TL DEFL = -0.054" @ 2'- 11.9" Allowed = 0.641" e MAX HORIZ. LL DEFL = -0.004" @ 11'- 10.9" 7.50 ; 12 MAX HORIZ. TL DEFL = -0.004" @ 11'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 m load duration factor=1.6, o I Truss designed for wind loads o in the plane of the truss only. I( 1--- , m 7, t 01I 0 M-3x4 y 1-00 y 6-00 'PROVIDE FULL BEARING;Jts 2,613,415I y \Co��N- N 1/e 1/47 ` 89782PE vr.. JOB NAME : 5019-B POLYGON - J6 , / -Igo.. • • Scale: 0.3914 WARNINGS: GENERAL NOTES, unless otherwise noted: V Truss: J 6 1.Budder and erection contractor should be advised or all General Notes 1.Thle design h based only upon the parameters Mown and Is foranindividual ". -74,OREGON ©N end Warnings before construction commences. building componentApplicability of design parameters end pro Ivy �ry 2.De4 compression web bracing must be headed where shown s. incorporation of component Is the rosponsibglty of the building dssignar. �) ^fi y. r [.e 3 Additional temporary bracing to coeurs stability during construction 2.Design assumes the tap and bottom chords to be leteraey braced at 7 'l J Is the responsbllty al the erector.AddEonel permanent bracing of T o c.end at la o.c.respectively sly untass braced throughout their length by DATE: 12/8/2015 the overall structure is the roepandbdlN of the building designer. 3.Di Impact bridgincontinuous g or latent!brodnpo Soled sheathing(M) n/oshown:drywa%(BC). �e^LI (�i SEQ.: Ki5 810 0 2 4.No load should be applied to any component ante after eg bracing and 4.Instalatlon of tuna Is the responablllty of the respective contractor. t i e- fasteners are compete and at no time should any bads greeter than 5.Design assumes trusses Cr.to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over end assumes no respondbfor the 8.Design assumes MI bearing at ed support.shown.Shim or wedge If ety EXPIRES: 12/31/2016 fabrication,handling,shipment end mstalleilon of component.. neceessry. 7.Designltstha beelnded on beth face is ptrusse n December 8,2015 8.This design aIumlgMdpmeM tothe gmaatbn.set forth n 8.T that'be is aeq atn both leasofhods,a.. plead so their anis, TPI/WTCA In SCSI,cope.of which wig be furnished upon request. lines coincide nth Joint anter Imes. 9.Digits indicate size of plats In holies. MITek USA,Ino./CompuTrus Software 7.6.6(1L}E 10.For basic connector plate design values see ESR-7371,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 10'— 10.7" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main wihdforce—resisting BC: 2x4 KDDF #16,BTR SPACED 24.0" O.C. system and components and cladding esisting. TC LATERAL SUPPORT <= 12"OC. UON. LOADING 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD = 10.0 PSF load duration factor=1.6, TOTAL LOAD = 42.0 PSF Truss designed for wind loads in the plane of the truss only. 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. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 5-05-06 5-05-06 T - 12 12 IIM-4x4 Q 7.50 7.so p 3 RRI\ 2 ko • / � 0 CD M M-3x4 -3x4 b 1 y 1-00 y 10-10-12 1-00 .c,,,o© PRQFes s.Co �NGtiVE 9 2p a :9782PE <' JOB NAME : 5019-B POLYGON - G1Scale: 0.5268 � � WARNINGS: GENERAL NOTES, unless otherwise noted lir y OREGON N. �...I.Builder and erection contractor should be advised of al General Notes 1.This design N based only upon the parameters shown and is for an Individual (` . Truss: G 1 and Warning.before construction commences. budding component.Applicability of design parameters and proper 414),& .(12 • 2.2a4 compression web bracing must be Installed where shown•. incorporation of component b me roeponsibgty of the building designer. py !. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop end bottom droMs la les leterely braced et Is the responsibility f the erecter.Adtl%bnal held bracing of 2'sc.and at Ia o.c.respec%vsy unless braced throughout their length by I %Y operms continuous sheathing such ea plywood sheathing(TC)ant/or drywa%(BC). PR U L n DATE: 12/8/2015 the overfill stmcture lathe responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown•• - SE K15 810 0 3 4.Na Toed should be applied to any component until after al brodng and 4.Installation of trues is the reapansiblllty of the respective contractor. 4•• fadenets are complete and at no time should any loads greater than 5 Design assumes trusses are to be used ins non-corrosive environment, design bads be applied to any component. end aro for.dry cond%Ion•of use. EXPIRES: 12/31/2016 l ry+ .l/y�('{ �v TRANS ID: LINK 8.Design assumes full bearing at all supports shown.Shim or wedge it y\I IR t7: I G/�1/L 016 B.CompuTrus hes no control over and assumes no responsibility ler the necessary, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 8,2015 6.This design Is furnished subject to the limitations sat forth by 8.Plates shall be located on bath faces of truss,and placed as their center TPIIWTCA In SCSI,copies of v/1901 9411 be furnished upon request. coincidelines 9.Digits indicate Joint li dle eheoi title center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)"E 10.For basic connector plate design values see ESR-1311.ESR-t988(MITek) 1 This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 4'— 11.5" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting WEBS: 2x4 KDDF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads M-1.5x4 or equal at non—structural in the plane of the truss only. vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 4-07-12 0-03-12 T '1 12 6.00 p M-1.5x3 o Kin 2 ...11011 of 1 ��������������������������������������� s 6 M-3x9 M-1.5x3 y y l 1-00 4-11-08 4,!‹,,N-0D PR or,. 4t 8"782PE JOB NAME : 5019-B POLYGON - Hl /// Scale: 0.5947 , a•/�, -�� WARNINGS: GENERAL NOTES, unless othenass noted. f% 1.Bolder and erection contrador should be advised of al General Notes 1.This design b based only upon the parameters shown and is for an Individual y-. " OREGON N. Truss: H 1 and Warnings before censtrudian commences. building component.Applicability of design parameters and proper fF 6. (u 2.244 compression web bracing must be Installed where shown t: Incorpon8on of component Is the roaponsibAlry of the bWMng designer. �ar� L}.. 3.Adddlonel temporary bracing h Mem stability during conehucllon 2.Design eawmase n.tap and bottom chorda to d throughout h breced at 7 N Is the responsibility of the erector.Additional permanent bracing of 2 o.c.antl et 10 o.e.reapedNaty unless braced d:their length by continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). t DATE: 12/8/2015 ore overall structure Is the responsibility of the bolding designer. 3.24 Impact bridging or lateral brsdng required where Hawn • 1.. SEQ.: Ki5 810 0 4 4.No bad should be applied to any component antl aper all bradiq and 4.Installation of truss Is the responsibility of the respective contractor. fasteners ars complete and at no time should any loads greeter than S.Design aasomes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. end era tar dry nandlien of a... 5.CornpuTrus Ms no control over and assumes no responsibility for the 8.Design asaurn NA bearing et all wpports s1,50,,Shim or wedge If .EXPIRES: 12/31/2016 neces fabrication.handling,shipment and installation of components. 7.Design ssumes adequate drainage le provided. December 8,2015 8.This design Is Nmbhed added to the limitations sal forth by 8.Plates shall be located on both faces or truss,and placed as their center TP WOICA In SCSI.copies of which vol be Nmlahed upon request. Anes colndde with joint center Mew 9.Digits Indicate s5e of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Web) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1813TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(-48) 52 3-5=(-150) 145 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-96)6) 71 1 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -74/ 358V -34/ 94H 5.50" 0.57 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 4'- 11.5" -25/ 199V 0/ OH 5.50" 0.32 KDDF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.041" @ 2'- 8.1" Allowed = 0.295" MAX TC PANEL TL DEFL = -0.036" @ 2'- 6.3" Allowed = 0.442" 4-07-12 0-03-12 1' 1' I MAX HORIZ. LL DEFL = 0.000" @ 4'- 7.7" 12 MAX HORIZ. TL DEFL = 0.000" @ 4'- 7.7" 6.00 Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. Wind: 140 mph, h=20.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), t 3 load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. un I m N O Y I 0001111111.--. --7. M-1.5x3 y l 4-07-12 0-03-12 l ), 1-00 4-11-08 �cp PRo1 �tJGiNE /0 4. :9782PE r JOB NAME : 5019-B POLYGON - H2 "' '.�►' Scale: 0.5632 1. ae OThis sb, unteupesthevlse parsrn to ® 17/1/1, 8)53 1.Balder and erection conlndar should be advlesd of aN General Notes 1.Thla design is based only upon the parameters shown and is tar an individual !!I.4'Xi OREGON I V 4J Truss: H2 and Warnings before construction commences. balding component.Appllublliy of design parameters and proper 2.204 compression web bracing must be melded where Moven+. Incorporation of component Is the roaponstbAlly of the building designer. ='V []v 4 3.Additional temporary bracing to Inure stability during construction 2.2estgn assumesn o,top end velybotta..,chobt t0 be roughs%Way bawd at ll is the rosponsibil f the erector.Additional permanent bracing of c...rid elf 0 o n reach as ply cod s brawn(TC)and/or dryeir langth by l Ny c continueid aMething wch as ply unle steam d throuhoott dryvength b. p, 1... ``� DATE: 12/8/2015 the overall structure la the responsibility of the balding designer. 3.2<Impact bridging or lterai bracing required where shown++ SE K1581005 4.Noload should be applied to any component until after all bracing and 4. Aetbnauofbuss ismes sthe heroa°oneiblilyefd.nesspectivve•ntenter. Q•: fadenen Cr.compete end at no time should any beds greeter then Design as design bads be applied to any component. end ere for'Wry condition.of use. TRANS ID• LINKe.Design assumes mgbearing ataieapponaahawn.Shim orwedge if EXPIRES: 12/21/2016 5.ComDu7rus hes no control over and assumes no responsibility for Me .-. , fabrication,handling,ehlpment and Installation of components. 7.Design assumes adequate drainage Is prodded. December 8,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shad be located on both faces of truss,and placed so their center TPW/TCA in SCSI.copes of which WWI be furnished upon request g lines coincidIndicate 8h)ei intpcenter ee in line.. DigitMITek USA,Inc./CompuTrus Software 7.6.7(1L)-E to.For basic connector plate design values see ESR-7311.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(-62) 83 3-5= 199 180 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2-3= 126 ( ) WEBS: 2x4 KDDF STAND (- ) 110 3-4=( 0) 0 LOADING TC LATERAL SUPPORT <= 12"OC. 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 = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -78/ 413V -46/ 123H 5.50" 0.66 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 5.5" -35/ 263V 0/ OH 5.50" 0.42 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 fox net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.130" @ 3'- 3.2" Allowed = 0.407" MAX TC PANEL TL DEFL = -0.140" @ 3'- 3.3" Allowed = 0.610" 6-01-12 0-03-12 ' '( MAX HORIZ. LL DEFL = 0.001" @ 6'- 1.7" 12 MAX HORIZ. TL DEFL = 0.001" @ 6'- 1.7" 6.00 17 . M-1.5x3 4 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ro load duration factor=1.6, End verticals) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 0 I M ICD Or I , j,_ F I 02 • 1 5 -/ 0 M-3x4 M-1"5x3 J• y l 6-01-12 0-03-12 l l y 1-00 6-05-08 p ��� O P R OF�s GIN `C' 89782PE �r JOB NAME : 5019-B POLYGON - H3 . •Scale: 0.5257 'r •0,;( c:Z7". . p '^ WARNINGS: GENERAL NOTES, udessothenper noted. " OREGON Truss: H 3 1.Builder and erection contractor should be,,senadvised of al General Notes 1.This design A basad only upon the parameters shown and le for an Individual �a'vY, and Warnings before condrucllon commences. building component.401.1918y or design parameters end proper yy 2.2e4 ocmprcssbn web brads mud be installed where shown+. Incorporation o/component Is the responsibility of the buldng dedpner. ,,,E)61 �i y_At 6 4j 2� 3.AtldMlonel temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at 7 IS the responsibility of the erector.Additional permanent bredng of 7 o.c and d 10 o.c.reapectNely unless braced throughout their length by /,,. DATE: 12/8/2015 the overall structureIsthe re 20Icontipatous rhesigorstenlbes acingreuirdwheresendmrdrywagec). i j^ early co m/of Om until after designer. 3.2a Impact bridging or literal bracing required where shown t« A SEQ.: K 15 8 10 0 6 4.No load should be applied to any component ung after all bracing and 4.Indalatioe of truss le the responsibility of the reapectNe contractor. fasteners are complete and at no time should any pads greater than 5.Design assumes trusses are to be used In a non.00nodvs environment TRANS ID: LINK design hada be appliedlo any component. end are for"dry condition"of use. 5.CompuTma has no control over and assumes no reeponsib811y ler the 8.Design assumes foil bearing d all supports shown.Shim or wetlgs if EXPIRES: •r `sem.'.. 12/3112016 ne.sefabnption,handling,shipment end installation of components. 7.Design ssames adequate drainage is provided. December 8,2015 8.This design A furnished aub)ed to the limitations eel fodh by 8.Plates shall be located on both taps eltrues,and placed so their center TPI N ICA in 0151,copies of which will be Nmished upon request. Anes coincide with Joint center lines. 9.Digits indicate ape of plats In inches. MITek USA,Ino./ComplTrus Software 7.6.7)1L)-E 10.For basic connector plate design values see E5R-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC 10-10-12 GIRDER SUPPORTING 10-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER 4PROIFICATIONS 1-2=( 0) 60 2-6=(-117) 1071 6-3=(-165) 1133 TC: 2x6 ROOF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2-3=(-1383) 233 6-4=(-117) 1071 BC: 2x6 RUDE #1&13711 2-3= 3-4=(-1383) 233 WEBS: 2x9 RUDE STAND LL = 25 PIE' Ground Snow (Pg) 4-5=( 0) 60 TC LATERAL SUPPORT <= 12"OC. DON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 10'- 10.7" V BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 100.0)+DL( 88.0)= 188.0 PLF 0'- 0.0" TO 10'- 10.7" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" 0'- 0.0" -292/ 1487V -76/ 76H 5.50" 2.38 LODE ( 625) REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. 10'- 10.7" -292/ 1987V 0/ OH 5.50" 2.38 RODE' ( 625) BOTTOM CHORD CHECKED FOR 10PSF 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/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 = -0.017" @ 5'- 5.4" Allowed = 0.499" MAX LL DEFL = -0.002" @ 11'- 10.7" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 11'- 10.7" Allowed = 0.133" MAX TC PANEL TL DEFL = 0.054" @ 2'- 11.4" Allowed = 0.542" 5-05-06 5-05-06 MAX HORIZ. LL DEFL = 0.005" @ 10'- 5.2" MAX HORIZ. TL DEFL = 0.009" @ 10'- 5.2" 12 12 M-4x6 7.50 V' Q 7.50 4.0" Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, �� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factori Truss designed for wind loads in the plane of the truss only. C,' All LIIIIMIMIIMMIIMIMIILI6o o6 4 0 Io 1 M-3x6 M-3x4 M-3x9 ) ) ) 5-05-06 5-05-06 ) D 1-00 ) 10-10-12 1-00 `' NEe•- Cr9 0 k' :9782PE 9c' JOB NAME : 5019-B POLYGON - G2 ''� Scale: 0.4518 r;� / 40 WARMNGS: GENERAL NOTES, unless otherwise noted `may, 1.Builder and erection c ntrador should be advised of el General Notes 1.This design sii n S based only Applicability the el parameters agn paramen and is lor an ters and sparer Individual �/��(({{//OREGON Q� 4" Truss: G2 andOe4 Warnings hetero construction commences. Incorporetbn of component Is the responsibility of the building designer1:45)Y V' `J Z.DO compression web bracing must he Insialbd where Moven x. I Design assumes the lop end bottom chords to be lateraly bncetl at fy_ I +fir 3.Additional temporary bracing to Insure*MOS during consuucllon 7 0.o.end et 10 0.0.rsepectNely unless braced throughout their length by rys��1 S the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood sheething(TC)and/or drywa8(BC). �A. UL s' DATE: 12/8/2015 the overall structure b the responsibility of the balding designer. 3.Dt Impact bridging or lateral diming required where shown 0. Na road should be applied to any component untilafter after all bracing and 4.Installation of truss IS the reeponsibllny of the respective contractor. SEQ.: K15 810 0 7 4.fasteners are compete and at no time Should any bads greater than 6.Design assumes trusses are to be used Ina non-corrosive environment, design hada be applied to any component. and aro for"dry condition'of use. y�}l q/�t� /�a p TRANS ID• LINK6.Design assumes fun bearing at all supports shown.Shim or wedge If EXPIRES: IG,J 1/2016 6.CompuTrus has no control over and assumes no responsibility for the necessary, febrication,handling.shipment and installation of components. 7.Design assumes adequate drainage le provided. December 8,2015 6.This design le furnished subject to the limitations set forth by 6.Plates shall be located on both feces of buss,and placed se their center TPUWTCA In BCSI,copies of which will be furnished upon requesi. Ones coincide with joint 9.Digits indicaindicatesize a of In inches. MITek USA,Ino./CornpuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESIA1311,ESR-1986(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-126) 111 1-4=(-62) 82 2-4=(-201) 180 BC: 2x4 KDDF #lt:BTR SPACED 24.0" O.0. 2-3= WEBS: 2x4 KDDF STAND ( 0) 0 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+01( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -33/ 278V -45/ 114H 5.50" 0.44 KDDF ( 625) 6'- 5.5" -37/ 265V 0/ OH 5.50" 0.42 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. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 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 = 0.133" @ 3'- 3.2" Allowed = 0.407" MAX TC PANEL TL DEFL = -0.145" @ 3'- 3.3" Allowed = 0.610" MAX HORIZ. LL DEFL = 0.001" 8 6'- 1.7" MAX HORIZ. TL DEFL = 0.001" @ 6'- 1.7" 6-01-12 0-03-12 1 12 1 1 Design conforms to main windforce-resisting system and components and cladding criteria. 6.00 M-1.5x3 Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Z load duration factor=l.6, End vertical(s) are exposed to wind, Tr t inuss thedesigned offor the truss only 0 v m O 1` x JL x 0 -/.1q -/ 0 M-3x4 M-1.5x3 1 y y 6-01-12 0-03-12 ; y 6-05-08 ct} P I pec s( �u�`� GINE . .0. IP 8°782PE v JOB NAME : 5019-B POLYGON - H4 Scale: 0.5029 , a.�r ' -.we WARNINGS: GENERAL NOTES, unless otherwise noted f., 4) 1.Builder and erection contractor should be advised of all General Notes 1.This design A based only upon the parameters shown and is for an individual 1' OREGON 1y_I' Truss: H4 and Warnings before construction commences. building component.pof component Is or design parameters and proper ;,jyy Q 2.244 comprepbn web bracing must be Inata6. where Moven.. incorporation of component Is me responsibility of Me building assigner. r ! � j 3.Additional temporary bracing to Insure stability during conelructbn 2.Design assumes the top and bottom chords to be laterally braced at 5 Q� is the responsibility of the erector.Additional permanent bracing of T o c and at 10'a.c.reaper C plywood antes=braced throughout their length by �� DATE: 12/8/2015 the overall structure is the responsibility of the building designer. cormnueua sheathinginor such l bracing acng re uired nor,shown e a tlrywal(BC). "l �� � t'1 ng3.ln Impact btltlging or th erol requlretl where ++ `* SEQ.: K'5 810 0 8 4.No bed should be applied to any component anti alter all bracing and 4.Installation of bus.is the responsibility of the reepectbe contractor. fasteners are complete and at no time should any Wada greater than 5.Design assumes trusses aro to be used In a non-corrosive environment, TRANS I D: LINK design bade be applied teeny component. and are for"dry condition'of use. 5.CnmpuTrue has no control over and assumes no responsibility for the b Design assumes fes bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication handling,shipment end installation of components. 7.Design ssumes adequate drainage is provided. December 8,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces obtuse,and placed w their center TPWOTIA in SCSI,copies of which vitt be Nmishhed upon request. Anes coincide with Joint anter linea. Mink LISA,Inc./Com Trus Software 1 L 7,6.7 9.Digits indicate size of plate In inches. W ( )-E 10.For basic connector plate design values we ESR-1311,ESR-19118(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1613TR LOAD DURATION INCREASE = 1.15 1-2=(-428) 126 1-5=(-180) 330 5-2=( 0) 194 BC: 2x4 KDDF #14BTR SPACED 24.0" O.C. 2-2_33=(-1111) 1099 5-6=(-182) 327 6-3=(-115) 120 WEBS: 2x9 KDDF STAND 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" -42/ 355V -60/ 153H 5.50" 0.57 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 5.5" -50/ 356V 0/ OH 5.50" 0.57 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.004" @ 4'- 4.2" Allowed = 0.377" MAX TL CREEP DEFL = -0.009" @ 4'- 3.3" Allowed = 0.503" MAX HORIZ. LL DEFL = -0.003" @ 8'- 0.0" 4-05 3-08-12 0-03-12 MAX HORIZ. TL DEFL = 0.003" @ 8'- 0.0" 12 Design conforms to main windforce-resisting 6.00 M-1.5x3 4 system and components and cladding criteria. Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dir), iiil 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 2 ,y I ITN 1 4 4 1 1 of 11 .1 .41 rillitna I = ci 0 0.317.44 6 M�6 o M-3x4 M-1.5x3 M-3x4 y y l 4-03-04 4-02-04 l y 8-05-08 ,�� px PR.� ,/ cr. 8.782PE JOB NAME : 5019-B POLYGON - H5 Scale: 0.4635 Wr7 u�" WARNINGS: GENERAL NOTES, uNess noted. -y OREGON '''' �, V 40 7.Builder and eradbn contractor ahold be ncvlaed of all General Notes 1.This design Is based only upon the parameters shove and Is for an Individual 7' Truss: H 5 and Warnings before construction commences. building component.ponenabilhy of design parameters and proper �� (),a 2.2a4 compression web bradnp must be Installed vhere shown,'. Design assnincorporatioa component lathe m chords to of the allybuilding designer. �\t.` 2 Design assumes the top end bottom chords to be laterally Mud el V 3 Additional temporary bracing to Insure stabllly during construction T o c.and at 10 o.c.respectively unless braced throughout their length by jy Q Is the reapunsibllity of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)endlor drywel(BC). AA..0 L= {*� DATE: 12/8/2015 the overal structure la the responalblt of the building designer. 3.2s Impact budging or lateral bracing required where shown+. SEQ.: K 15 810 0 9 4.Na bad should be applied to any component until after al bradng and 4.Installation abuse la the responsibility of the respective contrador. fasteners are complete and at no lime should any loads greater than 8.Design assumes trusses arab be used In a noncorrosive environment, design Beds be applied to any component. end are for"dry condition'of use. �/p pct'+ fj TRANS ID: LINK 8.Design assumes Ml bearing at all supporta town.Shim or wedge if EXPIRES:li t4s7: 12/31/2016 8.CompuTrus hes no control over and assumes no responsibility for ms necessary. fabricallon,handling,shipment and Installation of components. 7.Design assumes adequate drainage a provided. December 8,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center TP WVTCA In SCSI,copies of which will be furnished upon request. 9.lines Digits eminAddeicate shethpintof center ler lines. MiTek USA,Ina./CompUTfUs Software 7.6.7(1L)-E 10.For basic connector plate design values we ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 5.5" IBC 2012 MAX MEMBER FORCES 9WR/DDE'/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-137) 115 1-4=(-62) 82 2-4=(-202) 186 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=( -10) 5 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL) 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE LOCATIONS REACTIONS REACTIONS SIZE sq.IN. (SPECIES) TOTAL LOAD = 92.0 PSF 0'- 0.0" -33/ 277V -96/ 116H 5.50" 0.49 KDDF ( 625) 6'- 5.5" -90/ 266V 0/ OH 5.50" 0.43 KDDF ( 625) M-1.5x4 or equal at non-structural LL = 25 PSF Ground Snow (Pg) vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.131" @ 3'- 3.2" Allowed = 0.407" MAX TC PANEL TL DEFL = -0.144" @ 3'- 3.3" Allowed = 0.610" MAX HORIZ. LL DEFL = 0.001" @ 6'- 1.7" MAX HORIZ. TL DEFL = 0.001" @ 6'- 1.7" 6-01-12 0-03-12 I I I Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00 Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x3 8 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 2 load duration factor=1,6, End vertical(s) are exposed to wind, .....digligii NTruss designed for wind loads in the plane of the truss only. ul I 0 M o 0 JL M x 1 1� E244 0 M-3x4 M-1.5x3 l l k 6-01-12 0-03-12 k k 6-05-08 ,<tiC1 PRp;r 6,,,s,��5 NGINE - 'O .w 9782PE �r JOB NAME : 5019-B POLYGON - H6 Alle ./ Scale: 0.5029 NMI WARNINGS: GENERAL NOTES, unless otherwise noted ,Ar / I. I.Builder and emotion contractor should be advised of al General Notes 1.TMs design Is based only upon the parameters shown and Is for an indlvldual y .. 'OREGON b Truss: H6 and Warnings before construction commence.. balding component.A Ieabll f designar 2.2e4 compression web bred PPI M oparameters end proper Miming must be Installed Where shown i, incorporation of component Is the reapondblly of the building designer. ,may 3.Additional temporary bracing to Insure debility during construction 2 Design and sf 10 the lop.sI bottom chords to bethroughout laterally bawd et ]� � V -�5 � Is the responsibility of the erector.Addllonal pennenent bracing of T o.0,aiq at.e o.c.raspec c pro unless braces throughout Ihslr length by ilr !' �� DATE: 12/8/2015 the overall structure Ie the reepensiblly of the balding designer. 2,Impact sireetgiorng such as.dng re uirsha vipers s and/or n dryWal(BC). �� t'S. 3.in Impact bridging or lateral praahp required the vmpe shown t no T SEQ.: K1581010 4.Noroee.heunbe.pgtedm.rly�mponemuntAafter apnraangand 4.InelaAellonoflruubthe roapomlbllyolthe respedlveconingoc fasteners are compete and at no time should any bads greeter then 5.Design assumes trusties are to be used Ina noncorrosive environment. TRANS ID: LINK design bads be applied teeny eompon.nt. and areror^dry amnion^or ace. 5.CompuTrua hes no control over and assumes no responsibility for the e.Design assumes hal beating at Cl supports shown.Shim or wedge if EXPIRES: 12/31/2016 fabrication,handling,shipment end Installation of components. 7.Designary. Pe.een assumes adequatens thge s issubject feces of buss,and pada so their cellar TP WyrCA In SCSI,cope.of which vAl be furnished upon request. tine coincide with)oInt center lines. Wee 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-1058(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 LUMBER SPECIFICATIONS 1-2=( 0) 60 2-6=(0) 0 TC: 2x9 KDDF #16BTR LOAD DUSPAIEN I24R0"SE C 1.15 2-3=(-327) 312 BC: 2x9 KDDF #1fiBTR SPACED 24.0" O.C. 3-4=(-193) 155 9-5=( -79) 55 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)4-IL) 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -24/ 378V -103/ 301H 5.50" 0.60 KDDF (.625) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -186/ 337V 0/ OH 1.50" 0.43 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -151/ 266V 0/ OH 1.50" 0.34 KDDF ( 625) 13'- 11.7" -59/ 109V 0/ OH 1.50" 0.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF 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/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 = 0.043" @ 3'- 7.4" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.057" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL= -0.005" @ 13'- 10.9" MAX HORIZ. TL DEFL = -0.005" @ 13'- 10.9" Design conforms to main windforceresisting 12system and components and cladding criteria. 7.50Wind: 140 mph, h23.Sft, TCDL9.2,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 o in the plane of the truss only. '77 _c. 6oM-3x4 y O PRQpt ,i, ,1,y 6-00 1 7-11-11 .0�., R�yCa11�1Ef0 f 'PROVIDE FULL BEARING,Jts.2,6,3,4,5 I 89 8 PE '7 JOB NAME : 5019-B POLYGON - J7Scale: 0.3418 V. j✓rG' 'ow WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON 1.Balder and eredicn contractor should be advised of all General Notes 1.This design b based only upon the parameter shown and Is for en Individual ,// -v c;"�Q"' Truss: J7 and Waminge before aondrudlon commence.. budding component.Applicability of design parameters end proper 9 ,� 11.10v‘4\G- 2.2a4 compression web bracing must be metalled where Mown.. Incorporollan of component Is IM rosponelblity of the budding designer. V 3.Additional temporary bracing to Insure stablldy during construction 2.Design assumes the top p ct he8om chords to dt muggyaterally bncod al V T oti and at to o c respectively unless breed throughout their length by j� Is Me responsibility of Wm erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywMPEIC). � /-A 1..1 L. DATE: 12/8/2015 the overall endure Ism.responsibility of the balding designer. 3.Is Impact bridging or lateral bredng required where shown 4. 4.No bad should be applied to any component unti alar al bracing and 4.Installation of truss la the responsibility of the respedNe contrader. SEQ.: K 15 61011 fasteners aro complete and at no time should any bads greater than 5.Design assume trusses ere b be used in a nnntorrosivs environment. design bads be applied to any component, and are for'dry condition'of use. TRANS ID: LINK responsibility 6 Design swore.albeadna.teNwwonaahaos Shim orwedge It EXPIRES: 12131/2016 5.ComWTms has ne control over and nera Idl for „e.- , fabrication,handling•.hlpm.nt and kstailatkn of components. 7.Design assumes adequate drainage Is provided. December 8,2015 8.This design is furnished subject to the limitations set forth by 8.Plates scshallbe located ith Gird centerboth hllIcons of miss,and placed w their center TPIM/fCA in SCSI,copies of which will be famished upon request. Ines Digits indicate 55.or plate in ruche.. MITek USA,Inc./CompuTrus Software 7.6.6(1L)E 1o.Fe(basic connector plate design values see ESR-1311,E5R-1BB8(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF #1EBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-7=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-381) 365 3-4=(-241) 205 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-141) 111 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=) -52) 24 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 377V -119/ 346H 5.50" 0.60 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -196/ 344V 0/ OH 1.50" 0.44 KDDF ( 625) 9'- 11.2" -139/ 241V 0/ OH 1.50" 0.31 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 13'- 11.2" -128/ 226V 0/ OH 1.50" 0.29 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15'- 11.7" -18/ 32V 0/ OH 1.50" 0.05 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 10-08-10 5-03-01 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" {1 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.042" @ 3'- 7.4" Allowed = 0.427" S MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL = -0.006" @ 15'- 10.9" ' MAX HORIZ. TL DEFL = -0.006" @ 15'- 10.9" M-3x5(S) Design conforms to main windforce-resisting 12 system and components and cladding criteria. 7.50 17 �+ 4 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 11 load duration factor=1.6, 57 Truss designed for wind loads o I in the plane of the truss only. 0 I 0 3 ti o 4. t 441M1111.11111111.11111.1 1 - �_� -/ 7 O M-3x4 cy, p P R OpF�S 1-00 6-00 ,L 9-11-11 y `�� yN ,�tiE' R cel% (PROVIDE FULL BEARING;Jts:2,7,3,4,5,6 I s 17.9782PE r JOB NAME : 5019-B POLYGON - J8 Scale: 0.2934 ir WARNINGS: GENERAL NOTES, unless otherwise noted Cow N. Truss: J8 1.Budder and erection contractor should be advised afal General Notes 1.This deeign is based only upon the parameters shovel and Is ler an individual wwy� 19 OREGON (� and Warnings before construction commence. building component.Appicabllty of design parameters and proper 'l,I. ff yyY hQ` 2.2a4 compression web bracing must be Installed where shown.. incorporation of component b the roeponalbllty of the building designer. e 9 V/( ` r V y. 3.Additional temporary bracing to Inure stability during construction 2 Design brumes the top and bottom chords to be laterally braced at 77 �1 f" �v '�J I•the responstbilM/of the•rector.Additional remanent bracing of 2 o.c.and at 10 o e respectively unless bread throughout their length by /I.' DATE: 12/8/2015 the overall structure Is the re ncbll f the building designer. continuousx Impact Mging sheathingh bacing re airedsheathere c)ess or drywall(BC). • /q t P� � N o 3.2x Impact bridging or lateral bracing required where shown.. �"1 1+ SEQ.: Ki5 81012 4.No bed should be applied to any component until aIle,al bredrp and 4.In•taletlon of truss is the responsibility alba,respective contractor. fasteners are compete and at no time should any baa greater man 5.Design assumes trusses are to be used ina noncorrosive environment, TRANS ID: LINK design bads be appled to any component. end era for"dry condllon"of use. 5.CompuTrus M•no control over and assumes no responsibility ler the e.I Og aeamea 5d b°•"^p at°"wppo"• ^w^Shim or wedge If EXPIRES: 12/31/2016 fabricotion,handling,shipment end Installation of components. 7,Design assumes adequate drainage is provided. December 8,2015 8.This design is banished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed as their center TPIMTCA in BCSI,copies of Moth will be furnished upon request. lines coincide with Gird center lines. 9.Digits Indicate size of plate m Indus. MITek USA.Ina./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1908(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-7=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-435) 419 3-4=(-289) 254 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-202) 169 BC LATERAL SUPPORT <= 12"OC. SON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP 5-6=( -82) 47 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 377V -134/ 393H 5.50" 0.60 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -204/ 349V 0/ OH 1.50" 0.45 KDDF ( 625) 9'- 11.2" -133/ 225V 0/ OH 1.50" 0.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 13'- 11.2" -170/ 295V 0/ OH 1.50" 0.38 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17'- 11.7" -60/ 104V 0/ OH 1.50" 0.17 KDDF ( 625) 7-03-14 10-07-13 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.041" @ 3'- 7.4" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.055" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL = -0.008" @ 17'- 10.9" MAX HOAR. TL DEFL = -0.008" @ 17'- 10.9" 5 • Design conforms to main windforce-resisting system and components and cladding criteria. 12 7.50 17. Wind: 140 mph, h=24.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9 load duration factor=1.6, f'l Truss designed for wind loads o in the plane of the truss only. . I r M-3x5(5) 0 3 o: 7 p of M-3x4 �vUn PRQF•r h� ; y ), ; ,, �ZyGIN4-- /� 1-00 6-00 11-11-11 y,.i�?: 9. :. (PROVIDE FULL BEARING;Jts:2,7,3,4,5,6 Cv,, (89782 P E 1r JOB NAME : 5019-B POLYGON - J9 Scale: 0.2718 -4444 WARNINGS: GENERAL NOTES, unless otherwise noted. .y OREGON 1.Bolder and erection contractor should be advised of el Genera)Notes 1.This design b based only upon the parameters shown and Is for en Individual ' .Or E G O N °" t'}. Truss: J9 and Warning.before construction commences. building component.Applicability of design parameters and proper G ( , 2.2a4 compression web brodng mud be Installed where shown•. Incorporotbn of component b the responsibility of the building designer. "'� A V A !'`C 3.Additional temporary basing to Imre stebllhy during construction 2.Design end at 10 the tap and bottom chole to W laterally bread at l 1 _(j/ le he rospondbl f the erector.Additional ant basing of 2 u.c.and at as o c.rsuch ea sly unless braced throughout their lengh by ]+y Q`*�{ 0Y c permanent continuous sheathing such s.plwrood Meethhp(TC)and/or drywel(SC). (""A..1'L L, DATE: 12/8/2015 the overall structure is the responsibility of the building Weisner. 3.2x Impact badging or latent bracing required where shown Sc v SE K 15 81013 4.No load should be epplled to any component until after el bradng and 4.Installation of truss la the responsibility of the respectNe contractor. Q• fasteners are complete end et no One should any loads greeter hen 5.Design assumes trusses ars to be used In a non.uormdve environment, and aro for'dry badman of use. TRANS ID: LINK design loads be applied to any component. EXPIRES: 5.CompuTel hes no control over and assumes no responsibility for Sre 5.Design ewmes MI beadng at al suppose shown.Shim or wedge If EXP I.RES: 12/31/2016 fabrication,handling.shipment and indelNlion of components. ry, 7.Oetes lasumelced on eofaces elo prodded. December 8,2015 8.This design Is furnished subject to the limitations set bah by 5,Metes shat be located on both faces of Was,and placed so their center TPI/WI-CA in SCSI,copies of which w111 be furnished upon request. 9.Dies coincide wiIndicate size th 0101of oenteterlinhes.s.. MiTek USA,Ina./CompuTrus Software 7.6.6(IL)-E to.For beds connector plate design value.see ESR-1311.ESR-1950(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-8=(0) 0 BC: 2x4 KDDF #16,BTR SPACED 24.0" O.C. 2-3=(-486) 470 3-4=(-340) 305 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-248) 217 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=(-137) 106 DL ON BOTTOM CHORD = 10.0 POP 6-7=( -49) 23 OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 POP LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX BORE BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -23/ 377V -150/ 939H 5.50" 0.60 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -210/ 349V 0/ OH 1.50" 0.45 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9'- 11.2" -139/ 231V 0/ OH 1.50" 0.30 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 13'- 11.2" -160/ 272V 0/ OH 1.50" 0.35 RODE ( 625) 17'- 11.2" -127/ 219V 0/ OH 1.50" 0.27 KDDF ( 625) 19'- 10.9" -18/ 32V 0/ OH 1.50" 0.05 KDDF ( 625) 7-03-14 12-07-01 IC OND. 2: Design checked for net(-5 psf) uplift at 29 "mc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 6 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0,041" @ 3'- 7.4" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.056" 9 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL = -0.010" @ 19'- 10.2" MAX HORIE. TL DEFL = -0.010" @ 19'- 10.2" 5 12 Design conforms to main windforce-resisting 7.50 system and components and cladding criteria. Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, � (All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Di r), ,y load duration factor=1.6, 4 Truss designed for wind loads crs o in the plane of the truss only. 1 M-3x5(5) `w 1+ o 11.111111.11. d, 100041 :!::::::::: -/ of M-3x4 1 y l y `Cj C4 N$ '� 1-00 6-00 13-10-15 �/� '2 17 (PROVIDE FULL BEARING;Jts:2,8,3,4,5,6,7 I .47 :9702 PE c JOB NAME : 5019-B POLYGON - J10 ,, �•-�''r/� Scale: 0.2968 WARNINGS: GENERAL NOTES, Wes.othenidse noted ilir CI Truss: J10 Builder and erection contradur should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for en individual 1. OREGON N and Warnings before construction commences. building component.Applicability of design peremetera and proper I0- (� 2.2a4 compression web bracing must be installed where shown«. Incorporation al component Is the responsibility of the building designer. •Ej. //��: +V � C}.. 3.Additional temporary',dicing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at 7 �7 J Is the responsibility of the erector.Additional permanent bradng of 7 o.c.end at 1Ct.a o c.rash a.plywoodly unless braced throughout their length by .irs continuous sheathing such as sheathing(TC)andior drywa8(BC). �'^ A l DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. S 24 Impact bridging or literal bracing required where shown•v AUL ,-- SEQ.: K15 81014 4.No bad should be applied to any component until aller aN bradng end 4.Installation dhotis I.the responsiMNN of the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design oosomes trusses are to be used In a non-corrosive.environment, TRANS ID: LINK design loads be applied to any component. endure for"dry condition"of use. 12/31/2016 5.CompuTnre has no control over and assumes no responsibility for the 8.Design assumes full bearing at all copped.shown.Shim or wedge If EXPIRES: . fabrication,handling,shipment and butalhtlon of component.. 7, necessary. adequate drainage le provided. DeCiP.m bar 8,2015 8.This design is furnished subject to the limitations set fodh by 8.Plates shall be lolled on both faces of truss,and placed so their center TPli TCA In BM,copies of which will be furnished upon request. lines coindde with Joint center lines. MITek USA,Inc./CompuTrus Software 7.6.6(10-E 9.For belalnoenneoer pl to dte nlgnaal sign values sae 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=( 0) 60 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-57) 25 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 POE 0'- 0.0" -74/ 301V -15/ 59H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -30/ 26V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 7.50 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 3 -! Truss designed for wind loads in the plane of the truss only. / o r 0 CD d. Irg O f 2 4 0 1 M-3x9 l l 1-00 2-00 (PROVIDE FULL BEARING;Jts:2,4,3 I PR �` :9782PE , JOB NAME : 5019-B POLYGON - SJ1 • Scale: 0.6822J� WARNINGS: GENERAL NOTES, unless otherwise noted: Cr, !'�I^'YRi f.� 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for an Individual �A. pro GOI V '' ,Zr Truss: SJ1 end Warnings before conenxdon commence.. bolding component.Applicability of design parameters end proper I " 'Z 2.2t4 comPr.ubn web bradng must be installed where drown v. Design asstionumes a component an LL the responsibility of the bolding designer. 'TA). q R Y 1 Fj GC 3.Additional temporary brodng to Insure stability during construction 2.Design nd.115 s.cthe by end bottom seechobe to de oslatgharally braced at l Is the responsibility of the erector.Additional permanent bradng at T o.e.and,hes o e.raep.dNeN octads braced throughout their length by PA i31. 4 P continuous stroathing such as plywood aMathlng(TC)and/or drywd(BC). P DATE: 12/8/2015 the overall structure Is the raepentbllty of the building designer. 3.2i Impact bridging or lateral bredng required where Mown s o S E K 15 8 1016 4.No bed Mould be applied to any component until alter all bracing and 4.Installation of(mss Is the responsibility sidle respect.contractor. 4• fasteners are complete and at no lkne should any bads greater than 5.Deign assures trusses ere to be used In a noncorrosive environment, design bade be applied to any aempeent, and are for"dry condition"of use. desi TRANS ID' LINK vuresponsibility8.Design assumes full bearing al ell supports Mown.Shim orwedge it EXPIRES: 12/31/2016 5.cora Tre has no control over end assumes no IMI for the eaeee G+w1I- RGa7 fabrication.handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. December 8,2015 8.This design is furnishedeubjed to the limitations sat forth by 8.Platen eel be located an both faces of tand placed so their center TPIAIWCA In SCSI,wpbs of which nil be furnished upon request. 9.lines coincide oinciindicde with el3joint pleb canter lines. MiTek USA,Inc.ICompUTtus Software 7.6.6(1L)-E 1o.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 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF k16BTR LOAD DURATION INCREASE = 1.15 1-2=(-33) 28 1-3=(0) 0 BC: 2x9 KDDF 816BTR SPACED 29.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -13/ 98V -11/ 306 5.50" 0.16 KDDF ( 625) TOTAL LOAD = 92.0 PSF 1'- 9.2" 0/ 23V 0/ OH 5.50" 0.04 KDDF ( 625) 1'- 11.7" -29/ 47V 0/ 0H 1.50" 0.07 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. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1-11-11 1 (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 TC PANEL LL DEFL = 0.002" @ 1'- 2.9" Allowed = 0.110" MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.2" Allowed = 0.165" 12 7.50 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: 190 mph, h=19.Bft, 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. '' M O r 0 I 0 IBM0 I 1��1 3��� M-3x4 l l 2-00 (PROVIDE FULL BEARING;Jts:1,3,2 tiR0 PROFS ,0401"4"R 6:/0 'L :9782PE 91 JOB NAME : 5019-B POLYGON - SJ1X ,,, ..+►' Scale: 0.7389 �r r/ , / IMF WARNINGS: GENERAL NOTES, mien otherwise noted (,,o 40 T r�u s s: SJ1X 1. and Warnings before construct ctoroncommences.uld be advised o!all General Notes 1 bbuullding is componenn is t.Appllubllity of n the design par meters end proshown and 4 per individual �a '9+OREGON�A� , 2.2a4 compression web bracing must be Installed where shown+. Incerponipn of component Is the responsibility of the building designer. "T, /r�y: �V r�}V\." 3 Addgbnsl temporary bracing to Insure stability during censtruclle E Design assumes Me top and bottom chords to be Wordy braced at 7T 'el Is the responsibility of the erector.Additional permanent brads"of 7 o.c.and et 1 O o.c.respectively cc ply unless braced throughout their length by DATE: 12/8/2015 the overall structure Is the roeponslbeity of the buildingdesi ser, continuous sheathing such as plywood requiredhpters s ant/or dryweN(BC). P, /N U 1. �`t g 3.2x Impact bridging or lateral bracing where shown a ea 1 1. SEQ.: K 15 81017 4.Na bad should be applied to any component until ager all madsand 4.Installation of toes Is the responsibility of the respectse contractor. fastens are compete and at no time should any pada greeter than 5.Design assumes trusses as to be used In a non-corrosive environment, TRANS ID: LINK design leads be applied to any component end are kr"dry condition-of use. �/ tin �+ 12/31/2016 5.Com True has no control over and assumes no res B.Design assumes SM beads"et all supporta Shawn.Shim or wedge if EXP I R ES: W ponsibllNy bribe necessary. I, p 8 fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December ,2015 6.This design Is famished subject to the limitations eel forth by 8.Plates shall be located on both faces of truss,and placed w their center TPLWTOA In 8051,copies of which MN be furnished upon request. lines coincide with joint center lines. S.Digits indkale else of plate M inches. MiTek USA,IDC./CompuTrus Software 7.6.6(SL)-E 10.For beep connector plate design values we ESR-1311,ESR-tgaa(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/Cq=1.00 IC: 2x4 NODE #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-81) 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" -62/ 322V -29/ 97H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -4/ 61V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -51/ 94V 0/ OH 1.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 12 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" 7.50 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.054" 3 --/ MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.072" MAX ROBIN. LL DEFL = -0.000" @ 3'- 10.9" 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=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ,,.t (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, I Truss designed for wind loads �-+ in the plane of the truss only. cu k. O 0 V0 1 M-3x4 y y y l 1-00 2-00 1-11-11 (PROVIDE FULL BEARING;Jts:2,4,3 k<<, PR O,c�Csx' :9782PE • JOB NAME : 5019-B POLYGON - SJ2I• Scale: 0.7074 ,-ir /, 4 XIII WARNINGS: GENERAL NOTES, u4ess otherwise noted. ///+++ 1.Builder and erection cantredor should be advised deli General Nates 1.IIbis design IsonM shown and la forsign antlafor an individual j��/+1 REGON,�p'` r6}„.. Truss: SJ2 and Wamings beforewe construction commences. Incorporation of component Is the responsibility of the building designer, �y (e.„-c- 3. ! ♦ 2.204 compression web aadng must be Installed where Mown«. 2,Design sesames me lop and bottom chords to be Merely bread at R '4 rl Y A GJ � ./ 3.Additional temporary bracing to Inure debility during construction T o.c end at IP o.c.respectively unless braced throughout their length by Q. la the reepnnsibllty of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywel(BC). 1A UL . {`\ DATE: 12/8/2015 the oven'structure is the reeponablity of the building designer. 3.2a Impact bridging or lateral bndng required where shown«o S E K 15 81018 4.No load should be applied to any component until aver al bracing end 4.Installation el s s la the res eto e bbllEyusethe �e contractor. environment,o Q• fasteners are complete and at re time should any loads greeter then design loads be applied to eny component. end ere for"dry condition"of ass. TRANS ID: LINK 8 Design assumes hmbearing atalsuppodashown.Shim orwedge if EXPIRES: 12/31 2016 5.CompuTms has no control over end assumes no responsibility for the necessary, p fabrication,handbag.shipment end installation of components. 7.Design echoese adequate dremage is provided. December ,2015 8.This design Is furnished subfed to the limitations get forth by 8.Plates Mag be located on both faces of truss,and plead so their center TPVWlCA in SCSI.copies of which nit be lumhhed upon argued. Ines g.Dills olndde with ze)oint plate tn er Ines. indMiTek USA,Inc./CompuTnus Software 7.6.6(1L)-E 10.For basic connector plate deegn values see ESR-1311,ESR-1888(Web) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-76) 53 1-3=(0) 0 BC: 2x4 ROOF #16.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" -28/ 130V -25/ 68H 5.50" 0.21 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" -20/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) 3'- 11.7" -54/ 95V 0/ OH 1.50" 0.15 ROOF ( 625) LL = 25 PSF Ground Snow (Pg) 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7.50 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. l BOTTOM CHORD CHECKED FOR 10PSF 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" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.072" 2 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" -, 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=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M O O N 7fO,, ,,- 0 NilP O 1 f 0 1'� 3��� M-3x4 l l 2-00 1-11-11 'PROVIDE FULL BEARING:Jts:1,3,2 I � Y-GG) P R p�r�s < NGINE. -d . s/0 ,e 89782PE 11!.... JOB NAME : 5019-B POLYGON - SJ2X Scale: 0.7737 , �,/r!/G/ 'ry swir WARNINGS: GENERAL NOTES, unless otherwise noted _J Truss: SJ2X 1.Builder and erection contractor should be advised of ail q General Notes 1.This design Is based only upon the parameters shown and is for an individual - OREGON Ns and Warnings before construction commences. balding component.Applicability of design parameters and proper 4 Z.b4 compression web bracing mail be installed where shown�. Incorporation of component is the responsibility of the building designer. �py Ab � �� 3.Additional temporary booing to Insure Noddy during construction 2.Design assumes the tap and bottom chords to d laterally braced el is Ce responsibility of the erector.Additional permanent bracing of 7 o.c.and et 1CSeo o.c.respectively unless broad throughout their length by DATE: 12/8/2015 the overall structure lame r continuous sheathing such as plywood sheathing(TC)g(TC)andMr drywaRBC). t`u,e responsibility of the building designer. 3.2s Impact bridging or Intend braoing required where shown♦e• /""f,, SEQ.: K 15 8 10 2 0 4.No load should be applied to any component until after ail bracing end 4.Installation of buss is the nspnndblty of the respectNe contractor. fasteners are compete and st no time should any loads greater than S.Design assumes trusses are to be used Ina noncorrosive environment we. TRANS ID: LINK design loads be applied to any component. and are for"dry cnndluon^"fs. pIy/e]l)Y](� 5.CompuTrus Marro control over and assumes no responsibility bribe e.Design sesames lull bearing at all Wppons shown.Shim or wedge if EXPIRES: 2/31/2016 fabrication,handling,shipment end installation of components. ry 7.Plates ign sshall eeeaded on bath facelnprites,a. December 8,2015 S.This design Is furnished subjectet n to the it be furnished set by 8.plaha shed be bated on bom taus nitrites,and pieced as their center TPUWICA In BC51,copies of which wig be furnished upon request. Anes coincide with Joint center Iles. Welt USA,Inc./CompuTrua Software 7.6.6(1 L)•E 8.Digits Indicate else of plata In Inches. 10.For bode connector plate design values sea ESR-1311,ESR-1988(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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-120) 73 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 HORD 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" -30/ 310V -43/ 136H 5.50" 0.50 NODE ( 625) 1'- 9.2" -47/ 153V 0/ OH 5.50" 0.25 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 5'- 11.7" -79/ 143V 0/ OH 1.50" 0.23 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" 0 -1'- 0.0" Allowed = 0.133" 3 -/ MAX BC PANEL LL DEFL = 0.004" @ l'- 0.1" Allowed = 0.054" 712MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, nn oTruss designed for wind loads If in the plane of the truss only. 0 VD 0 o 0 y 1-00 y 2-00 y 3-11-11 y (PROVIDE FULL BEARING;Jts:2,4,3 I ��OU P R V-e � ;�NGIN �rR id„~, - 89782PE <' JOB NAME : 5019-B POLYGON - SJ3 Scale: 0.5954 - GENERAL NOTES, utiles.omenWae noted: v /`y �40 WARaMer: •Vi�OREGON � r�. 7.Bugder and ersdbn contractor should be advised etch General Notes 1.This design b based only upon the parameters Macon and h for an Individual �f( Truss: SJ3 and Warnings before consbuctlen commence• building component.Applicability of design parameters and proper 4 �,� 2.2M compression web aadng cruet be Metalled ashore shown« incorporation of component la the roe/tenability of the bidding designer. 9 A C]y .i , 3.Additional temporary bracing to insure stability during condrudion 2 Design assumes the top and ve8om chorbr to d throughout aterally their el T i i C4 le the responsibility of the erecter.Additional permanent bracing of 2'non end et sh0eathing hin.such es ply unless eeced(TC)ad/melt length by �y 1 P continuous sheathing such ea plywood shaeming(TC)end/or drywall(BC). /'^�, U L. ``` DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 3.24 Imped bridging or lateral bracing required where shown«« S E K 15 8 10 2 2 4.No load should be applied to any component until after all bracing and 4.Installation eeasett u s Iss the repo cebueytya aero ottN.•ander. 4• fasteners an complete and at no time should any bads greeter than design beds be applied to any component. and ate for"dry condition"of use. �/[] pCp )r]/'� TRANS ID: LINK 8.Design assumes full bearing at all suppeds shown.Shim orwedge if EXPIRES: 12/31/2016 5.ComWTNa has no control over end assumes no responsibilitybr Ihs necessary, .I fabebetien,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 8,2015 8.This design is furnished subject to the limitations set form by 8.Plates shall be located on both fads of truss,end placed so their center TPSWTCA in SCSI,copies or which well be furnished upon request. B.pleib indicate sin es coincide with joint in ofDote to(lies. MiTek USA,Ino./CompuTrus Software 7.6.6(1L)-E II.For basic oonnedor plate design values sea EBR-1311.EOR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-9=(0) 0 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-162) 96 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)-FDL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" 0/ 251V -58/ 1750 5.50" 0.90 KDDF ( 625) 1'- 9.2" -118/ 294V 0/ OH 5.50" 0.47 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -106/ 192V 0/ OH 1.50" 0.31 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 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" 3 -/ MAX BC PANEL LL DEFL = 0.007" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.008" @ 1'- 0.1" Allowed = 0.072" 1' MAX HORIZ. LL DEFL = -0.001" @ 7'- 10.9" 12 MAX'� HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 7.50 I7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads rat in the plane of the truss only. o f N 1 O 1 2 9 M-3x4 l l y 1-00 2-00 5-11-11 P R Opp, 'PROVIDE FULL BEARING;,lts;2,9,3 I GINE. " 0 89782PE JOB NAME : 5019-B POLYGON - SJ4 Scale: 0.5000 . f WARNINGS: GENERAL NOTES, unless otherwise noted Truss: SJ4 1.Budder and erection centredor should be advised or al General Notes 1.This design is based only upon the parameters shown and is for an individual y 17 OREGON hal and Warnings before construction commences building component.Applicability of design parameters and proper 2.2s4 compreaston web bracing must be installed where shown 4. incorporation of component is the responsibility of the bolding designer. r �. 3.Additional temporary bracing to Insure nattily during construction 2.Design assumes the top end bottom chords to be laterally braced at �1 J Is the responsibility of IM erector.Additional permanent bracing of T o.n.and el 19 c.c.rsepeca.ply unless braced throughout their length by TA- DATE: 12/8/2015 the ecerel nrudare is the n continuous sheathing such es pdweod required where end/or drywal(134 epanslblity of the building designer. 3.20 Impact bridging or literal braang where shown++ �A U SEQ.: 015 8 10 2 3 4.No load should be applied to any component untl after al bracing and 4.Installation of truss Is the responslbiny of the respective centred°, fasteners are complete end at no time should any pads greater than 5.ledge assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design bads be applied to any component, and are or"dry condition"of use. 5.CompuTrus hes no control over and assumes no responsibility forma 6.Dentin assumes MI bearing at all supports Mown.Shim or wedge If _EXPIRES: 12/31/2016 fabrication,handling,shipment end installation of components. necessary. 8.This design is furnished subject to the limitations set forth by 7.Pl:esgnsh�berou°�denebeth aces'o trusas,,°enndplacedsotheircenter d. December 8,2015 TPIPA70A In SCSI,copies of which all be Punished upon request. lees colnade with Joint center lines. 9.Digits Indicate else of piste in Inches. MiTek USA.Ina./CompuTrue Software 7.6.6(1L(-E 10.For bane connector plate design values see ESR-1311,ESR-7988(MITek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 8'— 5.5" [COND. 2: Design checked fox net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF 816BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windfoxce—resisting WE: 2x4 KDDF STANTR SPACED 29.0" O.C. system and components and cladding criteria. WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=20.6ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF load duration factor=1.6, TOTAL LOAD = 42.0 PSF Truss designed for wind loads in the plane of the truss only. LL = 25 PSF Ground Snow (Pg) M-1.5x4 or equal at non—structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous bearing wall for entire span UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 8-01-12 0-03-12 T T 12 4.00 M-1.5x3 3 4 —/ Z Z Mo 1 M-3x9 M-1.5x3 l l l 1-00 8-05-08 ,R0 PRO 6;(1 w‹,� ANG 1 N F�c,9 17 89782PE <' • JOB NAME : 5019—B POLYGON — P1 • ... Scale: 0.5764 (� / 4111/ WARNINGS: GENERAL NOTES, unessamenvlse noted � qOREGON � t.Builds and erection contredor should be advised dal General Notes 1.This design is based only upon the parameters shown end Is for en Individual 4, ;'}'" Truss: P1 end Warnings wereasnehudbn cwemencee. building component.Applicability of design parameters end proper G� 2.244 comprerbn web booing must be Installed where shown 4. incorporation of component is the responsibility of the building designer. �` 3.Additional temporary bracing to Insure stability during construction 2.Sestgn assumes the top and bottom Moils to ba bteralty braced et ie the responsibility of the erector.AddSenaI M Madn f Sox.ail et 10 o.c.respectively unless braced throughout their length by t germane g o continuous sheathing such as plywood sheammg(TC)end/or tlryw"C). �'A U L DATE: 12/8/2015 the overall structure is the reeponsiblity of the building designer. 3.Is Impact bridging or lateral bradng required where shown++ S E K15 810 2 4 4.No bad should be applied to any component until ager all bradng and 4.Installation of truss Is the erasponsibbe iltye f be wnportoNe cos actor.environment, 4• faetsnera are complete end at no time should any beds greater than Design assumes design bads be applied to any component. and era for"dry condition"of use. ��// p .N f'�/ )!]/'� �v TRANS ID: LINK B.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: IL(311L V.16 • 5.Com WTrus has no control over and assumes no responsibility ler the necessary. fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. December 8,2015 8.This design h furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,end placed so their center TPIMTCA In SCSI,wpbs of which will be famished upon request. B.linescoincide oiinnci a size joint ceenterllineslines. Mask USA,Inc./CompaTrue Software 7.6.6(1L)-E 10,For basic connector plate design values see ESR-1311,ESR-7988(Mask) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 5.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-52) 69 3-5=(-269) 182 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. WEBS: 2x9 KDDF STAND 2-3=(-109) 89 3-9=( 0) 0 LOADING 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 PUP 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" -85/ 991V -36/ 107H 5.50" 0.79 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 5.5" -91/ 347V 0/ OH 5.50" 0.56 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/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 = -0.349" @ 9'- 3.5" Allowed = 0.505" MAX TC PANEL TL DEFL = -0.967" @ 4'- 3.5" Allowed = 0.757" 8-01-12 0-03-12 MAX HORIZ. LL DEFL = 0.001" @ 8'- 1.7" 1 '1 1' MAX HORIZ. TL DEFL = 0.001" @ 8'- 1.7" 12 4.00 17 Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 3 9 -/ Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, j (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), t load duration factor=1.6, Truss designed for wind loads - d in the plane of the truss only. di ti m 0 1 N on o 1 _ O I 2 PEn4 5 o M-3x4 M-1.5x3 l l l 8-01-12 0-03-12 ) l y 1-00 8-05-08 .4c•<-1*?' • NG1 F4s--, �� 'S' 2 ` :9732PE { JOB NAME : 5019-B POLYGON - P2 4,0, ..r► Scale: 0.5269 ,ri / 8111111 4, O.ml.degnis NOTES, unhuotherwise noted: ' OREGON Truss: P2 Budder are erection contractorshould eo be advhetl o!ah General Notes This deep"Is based only upon the parameters Mown and b for an individual h� and Warnings before construction commences. building component.Applicability of design parameters and proper V 2.2x4 compression web bredng must be Metalled where shown+ incorporation of component is the roaponstbglty of the bugling designer. ,may (/jam} [}� 3.Additional temporary bracing to insure stability during construction 2 Design mammies the top and bottom...braced to bereogtrlatently braced at ]�(+� "Alp V /I'[. DATE: 12/8/2015 Is the responsibility of the erector.Additional permanent bracing of T o.c.and sheetingt 10 eq.raeach.s sty unless breced throughout their length by 'T ! �•+ the overeg structure le the reapeneMBly of the building designer. 3.2c continuous d bridginger titterer bran*wood required a whe a.i awnand/cr tlrywal(BC). �� �` 4.No bed thong!be applied to any component until ager all bredng and 4.Installation of foss Is the responsibility of the whereshown contractor. `' SEQ.: K1581025 fasteners are complete and at no time should an badsgreater than 5.Deli to be TRANS I D: LINK design wads be applied to any component. y and e e rer drcondition.t .1 u0...used M e noncorroeva environment, y(']{ } �+ S.Compalnle hes no control over and assumes no responsibility forme 6.Design assume.full beartng at.1 capped.Navin.Shim or cadge if EXPIRES: 12/31/2016 fabrication,handling.shipment and Installation of components 7.Design:xumes adequate drainage N provided. DecemIDer 8,2015 G.This design Is furnished subject to the!Matrons set forth by 8,Plates shall be located on both faces of was,end placed so their center TPUWTCA In BCS!.cope.of which wig be furnished upon request. lines ceindde with joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.6 9.Digits indicate a8e o!plate in Indite. iL p ( )-E 10.For bees connector plate design values see E5R-1311,ESR-1988(MITek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 134 Center plate onjoint unless x, 6-4-8 dimensions shown in ft-in-sixteenthss / y I (Drawings not to scale) Damage or Personal Injury offsets are indicated. r�� Dimensions are in ft in.-sixteenths. j4 Apply ully platesemtoebed both sidesteeth. of truss 1 2 3 1. Additional stability bracing for truss system,e.g. fdiagonal orx-bracing,is always required. See SCSI. TOP CHORDS cr-2 c2-3 2. Truss bracing must be designed by an engineer.For 1/16 11°%4 mlaeu require bracing,In olrralternlatve Tor bracesral themselves p wbracinshould be onsidered. _—EINE O = 3. Never exceed the design loading shown and never ■_� stack materials on inadequately braced trusses. Q1011111711r a 4. Provide copies of this truss design to the building IIIC7-8 cy7 csa designer,erection supervisor,property owner and For 4 x 2 orientation,locate BOTTOM CHORDS all other interested parties. plates 0-'a'from outside 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 marebedula fuled byy ANSKnots UTPI waj e at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 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. 8. Unless otherwise noted,moisture content of lumber software or upon request. shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. PLATE SIZE ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR 1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Plne lumber designations are as follows: in all respects,equal to or better than that SYP represents values as published specified. / Indicated by symbol shown and/or by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supportsn)occur.section Iconsindicates varyoint but ©2012 MiTek®All Rights Reserved approval of an engineer. �� reactioj17.Install and load vertically unless indicated otherwise. II •11=6 .111 II numwhere beIn Min sizeber shown IS for crushingaringsoccur.only. NMI 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with ►= project engineer before use. Industry Standards: 19.Review all portions of this design(front,back,words ANSI/TPI1: National Design Specification for Metal and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. Mit is not sufficient. BCSI: DSDesign Standard for Bracing. jR � ' 20.Design assumes manufacture in accordance with BSI: Building Component Safety Information, ANSI/TPI 1 Quality Criteria. Guide to Good Practice for Handling, Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 JOB#: 15238_19 DL ID: Blab w dl= 150 plf V eq 1178.4 pounds V1 eq = 642.8 pounds V3 eq= 535.7 pounds V w= 1791.2 pounds V1 w= 977.0 pounds V3 w= 814.2 pounds ♦ _____ v hdr eq= 102.5 plf -� •H head = A v hdr w= 155.8 plf I A Fdragl eq= 335 F2 eq= 279 Fdragl w= 0 F2 -- 425 H pier= v1 eq= 214.3 plf v3 eq= 214.3 plf 5.0 v1 w= 325.7 plf v3 w= 325.7 plf feet H total= 2w/h = 1 2w/h = 1 9 v Fdrag3 eq= . F4 e.- 279 feet A Fdrag3 w= 510 F4 w= 425 P6 E.Q. 2w/h = 1 P6 WIND H sill= v sill eq= 102.5 plf 3.0 EQ Wind v sill w= 155.8 plf feet OTM 10606 16121 R OTM 8927 6613 T . UPLIFT 162 919 UP sum 162 919 H/L Ratios: L1= 3.0 L2= 6.0 L3= 2.5 Htotal/L= 0.78 Hpier/L1= 1.67 01 Hpier/L3= 2.00 ii L total= 11.5 feet Page 31 of 58 JOB#: 15238_19 DL ID: B2ab w dl= 150 plf V eq 1695.8 pounds V1 eq = 900.9 pounds V3 eq= 794.9 pounds V w= 2577.6 pounds V1 w= 1369.3 pounds V3 w= 1208.2 pounds _ ► v hdr eq= 80.8 plf — •H head = A v hdr w= 122.7 plf I " Fdragl eq= 558 F2 eq= 492 A Fdrag1 w= :,8 F2 .- 748 H pier= vi eq= 212.0 plf v3 eq= 212.0 plf 5.0 vi w= 322.2 plf v3 w= 322.2 plf feet H total= 2w/h = 1 2w/h = 1 9 . Fdrag3 eq= •• F4 e•- 492 feet A Fdrag3 w= 848 F4 w= 748 P6 E.Q. 2w/h = 1 P6 WIND H sill= v sill eq= 80.8 plf 3.0 EQ Wind v sill w= 122.7 plf feet OTM 15262 23198 R OTM 29768 22050 • • UPLIFT -767 -49 UP sum -767 -49 H/L Ratios: L1= 4.3 L2= 13.0 L3= 3.8 Htotal/L= 0.43 ► ►4 0•Hpier/L1= 1.18 4 ► Hpier/L3= 1.33 L total= 21.0 feet Page 32 of 58 JOB#: 15238_19 DL ID: B3ab w dl= 150 plf V eq 1437.1 pounds V1 eq = 718.6 pounds V3 eq = 718.6 pounds V w= 2184.4 pounds V1 w= 1092.2 pounds V3 w= 1092.2 pounds ► ► v hdr eq= 95.8 plf -� •H head = A v hdr w= 145.6 plf 1 v Fdragl eq= 479 F2 eq= 479 Fdragl w= 8 F2 ,- 728 H pier= v1 eq= 287.4 plf v3 eq= 287.4 plf 5.0 v1 w= 436.9 plf v3 w= 436.9 plf feet H total = 2w/h = 1 2w/h = 1 9 v Fdrag3 eq= • F4 e.- 479 feet • Fdrag3 w= 728 F4 w= 728 P4 E.Q. 2w/h = 1 P4 WIND H sill= v sill eq= 95.8 plf 3.0 EQ Wind v sill w= 145.6 plf feet OTM 12934 19659 R OTM 15188 11250 • UPLIFT -167 623 UP sum -167 623 H/L Ratios: L1= 2.5 L2= 10.0 L3= 2.5 Htotal/L= 0.60 Hpier/L1= 2.00 P. 1.4 0.. Hpier/L3= 2.00 L total= 15.0 feet Page 33 of 58 JOB#: 15238_19 DL ID: B4ab w d1= 150 plf V eq 1437.1 pounds V1 eq = 718.6 pounds V3 eq = 718.6 pounds V w= 2184.4 pounds V1 w= 1092.2 pounds V3 w= 1092.2 pounds ► ► v hdr eq= 90.4 plf — •H head = A v hdr w= 137.4 plf I v Fdragl eq= 294 F2 eq= 294 Fdragl w= , ,6 F2 .- 446 H pier= v1 eq= 152.9 plf v3 eq= 152.9 Of 5.0 A v1 w= 232.4 plf v3 w= 232.4 p/f feet H total= 2w/h = 1 2w/h = 1 9 Fdrag3 eq= :4 F4 e.- 294 feet A Fdrag3 w= 446 F4 w= 446 P6 E.Q. 2w/h= 1 P6 WIND H sill= v sill eq= 90.4 plf 3.0 EQ Wind v sill w= 137.4 plf feet OTM 12934 19659 R OTM 17065 12641 • r UPLIFT -289 490 UP sum -289 490 H/L Ratios: L1= '> 4.7 L2= 6.5 L3= 4.7 Htotal/L= 0.57 ► 4 ►41 ► Hpier/L1= 1.06 -4 Hpier/L3= 1.06 L total= 15.9 feet Page 34 of 58 JOB#: 15238_19DL ID: B6ab w dl= 250 plf V eq 1353.7 pounds V1 eq= 485.9 pounds V3 eq = 867.7 pounds V w= 1919.8 pounds V1 w= 689.2 pounds V3 w= 1230.6 pounds -♦ ► v hdr eq= 98.4 plf ► •H head = A v hdr w= 139.6 plf 3.15 V Fdrag1 eq= 141 F2 eq= 252 Fdrag1 w= 40 F2 ,- 358 H pier= v1 eq= 138.8 plf v3 eq= 138.8 plf 6.0 v1 w= 196.9 plf v3 w= 196.9 plf feet H total= 2w/h = 1 2w/h = 1 12.15 • Fdrag3 eq= F4 e.- 252 feet A Fdrag3 w= 200 F4 w= 358 P6TN E.Q. 2w/h= 1 P6 WIND H sill= v sill eq= 98.4 plf 3.0 EQ Wind v sill w= 139.6 plf feet OTM 16447 23325 R OTM 21270 15755 y • UPLIFT -390 612 UP sum -390 612 H/L Ratios: L1= 3.5 L2= 4.0 L3= 6.3 Htotal/L= 0.88 Hpier/L1= 1.71 11 4 Hpier/L3= 0.96 L total= 13.8 feet Page 35 of 58 JOB#: 15238_19 DL ID: B7ab w d1= 250 plf V eq 2085.7 pounds V1 eq = 989.8 pounds V3 eq= 1095.9 pounds V w= 2961.0 pounds V1 w= 1405.2 pounds V3 w= 1555.8 pounds ► ► v hdr eq= 111.2 plf -0- • >•H head= A v hdr w= 157.9 plf 3.15 v Fdrag1 eq= 211 F2 eq= 234 A Fdrag1 w= 40 F2 ,- 332 H pier= v1 eq= 141.4 plf v3 eq= 141.4 plf 6.0 vi w= 157.7 plf v3 w= 157.7 plf feet H total= 2w/h = 1 2w/h = 1 12.15 v I Fdrag3 eq= F4 e•- 234 feet A Fdrag3 w= 300 F4 w= 332 P6TN E.Q. 2w/h = 1 P6 WIND H sill= v sill eq= 111.2 plf 3.0 EQ Wind v sill w= 157.9 plf feet OTM 25341 35977 R OTM 39551 29297 v • UPLIFT -842 396 UP sum -842 396 H/L Ratios: L1=' 7.0 L2= 4.0 L3= 7.8 Htotal/L= 0.65 ► 4 ►4 ► Hpier/L1= 0.86 Hpier/L3= 0.77 L total= 18.8 feet Page 36 of 58 • i` 1; I r x •` °�� a A A ec nic o . .. TT-1O0F APRIL 2014 A Portal Frame with Hold Downs for Engineered Applications The APA portal-frame design,as shown in Figure 1,was envisioned primarily for use as bracing in conventional light- frame construction.However,it can also be used in engineered applications,as described in this technical topic.The portal frame is not actually a narrow shear wall because it transfers shear by means of a semi-rigid,moment-resisting frame.The extended header is integral in the function of the portal frame,thus,the effective frame width is more than just the wall segment,but includes the header length that extends beyond the wall segment.For this shear transfer mechanism,the wall aspect ratio requirements of the code do not apply to the wall segment of the APA portal frame. Cyclic testing has been conducted on the APA portal-frame design(APA 2012).Recommended design values for engi- neered use of the portal frames are provided in Table 1.Design values are derived from the cyclic test data using a rational procedure that considers both strength and stiffness. The Table 1 values in this report were developed using the CUREE cyclic test protocol(ASTM E2126),using a flexible load head.Earlier testing was conducted using rigid load heads and the sequential phased displacement(SPD)method, as outlined in SEAOSC(1997)Standard Method of Cyclic(Reversed)Test for Shear Resistance of Framed Walls for Buildings. The design values in Table 1 ensure that the code(IBC)drift limit and an adequate safety factor are maintained.For seismic design,APA recommends using the design coefficients and factors for light-frame(wood)walls sheathed with wood structural panels rated for shear resistance(Item 15 of Table 12.2-1 of ASCE 7-10).See APA Report T2004-59 for more details.For designs where deflection may be less of a design consideration,for example,wind loading while the portal frames are used in tandem with each other,and not used as conventional shear walls,a load factor of 2.5, based on the cyclic test results is used. Since cyclic testing was conducted with the portal frame attached to a rigid test frame using embedded strap-type hold downs,design values provided in Table 1 of this document should be limited to portal frames constructed on similar rigid-base foundations,such as a concrete foundation,stem wall or slab,and using a similar embedded strap- type hold down. 1 ®2014 APA—the Engineered Wood Association Page 37 of 58 PORTAL FRAME DESIGN (MIN. WIDTH =22 1/2"): EQ= 540#< EQ (ALLOW) = 1031# WIND = 780#<WIND(ALLOW)= 1444# Table 1.Recommended Allowable Des'_n Valu•. for APA Portal Frame Used on a Rigid-Base Minimum Width Maximum eight Allowable Design(ASD)Values per Frame Segment (in.) Shear (lbf) Deflection(in.) Load Factor 8 850 (1190 WIND) 0.33 3.09 16 0.44 2.97 10 625 (875 WIND) 8 1,675 (2345 WIND) 0.38 2.88 0 ,12 (1575 WIND _ 0.51 3.42 1-10x1/2" 8 1520 EQ(2128 WIND) t n r a 1o' toZ in. o S•is r i L s•d'ngfa"b.`�31 EQ(1444 WIND) (a) Design values are based on the use of Douglas-fir or Southern pine framing.For other species of framing,multiply the above shear design value by the specific gravity adjustment factor=(1-(0.5-SG)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values are for a single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is not a design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs • Extent of header with double portal frames(two braced wall panels) . Extent of header with single portal frame • (one braced wall panels) Header to jack-stud strap per wind design min 1000 lbf 2'to 18'rough width of opening I on both sides of opening for single or double portal _ opposite side of sheathing Pony 'Ill'_, wall height ' 1 Fasten top plate to header ' with two rows tel h ), _ sinker nails at 3"o.c.typ :.,r„ Fasten sheathing to header with 8d common or r Min.3/8"wood structural 12' galvanized box nails at 3"grid pattern as shown r panel sheathing max » total Header to jack-stud strap per wind design. » wall •;« Min 1000 lbf on both sides of opening opposite height side of sheathing. If needed,panel splice edges shall occur over and be 10 Min.double 2x4 framing covered with min 3/8" nailed to common blocking thick wood structural panel sheathing with : , , 4 within middle 24"of portal eigx . 8d common or galvanized box nails at 3"o.c. height.One row of 3"o.c. height "'• in all framing(studs,blocking,and sills)typ. nailing is required in each i.i - panel edge. Min length of panel per table 1 Typical portal frame construction ` Min(2)3500 lb strap-type hold-downs Min double 2x4 post(king (embedded into concrete and nailed into framing) and jack stud).Number of rt.� ', Min reinforcing of foundation,one#4 bar __ 4.,',... 1 jack studs per IRC tables R502.5(1)&(2). p top and bottom of footing Lap bars 15 min. :9 t , Min footing size under opening is 12"x 12".A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into concrete and nailed Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6- into framing) with 2"x 2'x 3/16"plate washer 2 O 2014 APA-The Engineered Wood Association Page 38 of 58 References APA, 2004, Confirmation of Seismic Design Coefficients for the.APA.Portal Frame, APA Report T2004-59, APA—The Engineered Wood Association,Tacoma,WA. APA,2012,Effect of Hold-Down Capacity on IRC Bracing Method PFH and IBC Alternate Method,APA Report T2012L-24, APA—The Engineered Wood Association,Tacoma,WA. ASCE,2010,Mininuun Design Load for Buildings and Other Structures.ASCE 7,American Society of Civil Engineers. Reston,VA. ASTM E2126-11,Standard Test Methods for Cyclic(Reversed)Load Test for Shear Resistance of Vertical Elements of the Lateral Folze Resisting Systems for Buildings,ASTM International.West Conshohocken,PA. SEAOSC, 1997,Standard Method of Cyclic(Reversed)Test for Shear Resistance of Frcuned Walls for Buildings,Structural Engineers Association of Southern California.Whittier,CA. • • We have field representatives in many major U.S.cities and in Canada who can help answer questions involving www apawood.org APA trademarked products.For additional assistance in specifying engineered wood products,contact us: 4110 APA HEADQUARTERS:7011 So.19th St.•Tacoma,Washington 98466•(253)565-6600•Fax:(253)565-7265 APA PRODUCT SUPPORT HELP DESK:(253)620-7400■E-mail:help@apawood.org Form No.TT-100F Revised April 2014 DISCLAIMER:The information contained herein is based on APA—The Engineered Wood Association's continuing programs of laboratory testing,product research,and comprehensive field experience.Neither APA nor its members make any warranty, expressed or implied,or assume any legal liability or responsibility for the use,application �� of,and/or reference to opinions,findings,conclusions,or recommendations included in this publication.Consult your local jurisdiction or design professional to assure compliance with code, construction, and performance requirements.Because APA has no control over quality of workmanship or the conditions under which engineered wood products are used,it cannot accept responsibility of product performance or designs as actually constructed. 3 ©2014 APA—The Engineered Wood Association Page 39 of 58 180 Nickerson St. CT ENGINEERING Suite 302 Protect: fie f3R teSOc• Ai-L-- ARV— Date: A(G. ,0I , SOtftl9e,28W5-A4 52 Client: -✓l+^' ��—" + (-�� L ( 55c 2 ,6,.5,Z Page Number: (206)265=0618 1 ( . , Ve., 3 I ; csV 1 I I A • Vtn.----Ast (e1-60 Q r ALI! AI\ ' x Ib`` )21` 2.!f3en't Fop- (011-1) ► kiThre" -1-- T11i4 ►A i (mac' 1 A V l0 46 V__\_/jet p..s6t,son at-= _(-1)(0,-6/4,0), 0, 12. - (5 06 WZ3)LIZ--) Gln (. ) ) y, tot` 5( 1 S Xr13. )/() OL= p 6,e ,t.WU 7 ) /2x02 112. c4-4- I N 6.60>Ai., Page 40 of 58 Structural Engineers WOOD FRAME CONSTRUCTION MANUAL G3 I Table 2.2A Uplift Connection Loads from Wind A •. . (For Roof-to-Wall,Wall-to-Wall,and Wall-to-Foundation) . • 700-yr.Wind Speed 3-second gust(m•h 110 115 120 130 140 150 160 170 180 195 Roof/Ceiling Assembly (plf)2A3/4".1 Design Dead Load Roof Span(ft) Unit Connection Loads 12. 118 128 140 164 190 219 249 281 315 369 T 24 195 213 232 •272 315 362 412 465 521 612 2 0 psfe 36 272 298 324 380 441 506 576 650 729 856 M 48 350 383 417 489 567 651 741 836 938 1100 M . 60 428 468 509 598 693 796 906 1022 1146 1345 RI • 12 70 - 80 92 116 142 171 201 233 267 321 24 111 129 148 188 231. 278 328 381 437 528 fort 10 psf 36 152 178 204 260 321 386 456 530 609 736 0 48 194 227 261 333 411 495 585 680 782 944 Z 60 236 276 317 406 501 604 714 830 954 1153 12. 46 56 68 , 92 118 147 177 209 243 297 24 69 87 106 146 189 236 286 339 395 486 15 psf 36 92 118 144 200 261 326 396 470 549 676 48 116 149 183 255 333 417 507 602 704 866 60 140 180 221 310 405 508 618 734 858 1057' 12 22 32 44 68 94 123 153 185 219 273 24 27 45 64 104 147 194 244 297 353 444 II'lir20 psf 36 32 58 84 140 201 266 336 410 489 616 illsp., 48 38 71 105 177 255 339 429 524 626 788 60 44 84 125 214 309 412 522 638 762 961 12 - 8 20 44 70 99 129 161 195 249 • 24 - 3 22 62 " 105 152 202 255 311 402 25 psf 36 - - 24 80 141 206 276 350 429 556 48 - - 27 99 177 261 351 446 548 710 • 60 - - 29 118 213 316 426 542 666 865 I. Tabulated unit uplift connection loads shall be permitted to be multiplied by 0.75 for framing not located within 6 feet of corners for buildings less than 30 feet in width(W),or W/5 for buildings greater than 30 feet In width. • 2 Tabulated uplift loads assume a building located in Exposure B with a mean roof height of 33 feet. For buildings located in other exposures,the tabulated values for 0 psf roof dead load shall be multiplied by the appropriate adjustment factor in Section 2.1.3.1 then reduced by the appropriate design dead load. '• 3 Tabulated uplift loads are specified in pounds per linear foot of wall. To determine connection requirements, E" multiply the tabulated unit uplift load by the multiplier from the table below corresponding to the spacing of the . connectors: • Connection Spacing(in.) 12 16 19.2 24 48 • Multiplier + 1.00 I 1.33 I 1.60 I 2.00 4.00 !i• ° Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design dead load. s Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads for wall-to-wall•or 1. wall-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 pif(0.60 x 121 plf) for each full wall above. 4'••:. 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the f;' header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. ' `•t`'.° ' For jack rafter uplift connections,use a roof span equal to twice the jack rafter length.The jack rafter length �y--. includes the overhang length and the Jack span. a trE a Tabulated uplift loads for 0 psf design deacJR01g{gsluded for Interpolation or use with actual roof dead loads. N. 1,t!gh. AMERICAN WOOD COUNCIL 180 Nickerson St. CT ENGINEERING Suite 302 Seattle,WA NC. 98109 Project: —TYP►/�Aj )r '+ Date: (206)285-4512 FAX: Client: Page Number: (206)285-0618 i I \u/1\18D. 1:0c0U p u 63.4w2,7)016 ;! SPP W 0 . - , !lot --7 L I 1k1,p Ho. MP uL 1 I4„,41,� 33 15 P5F--- DZ ., ° - 11 C19M-1 N ss 4?)1 gi 36 -47:41, 4e ,,t CloC)(10•7 ( )6VI i(1' r 'Ws 2XA Th465 • .( C,911W6A ,k6( . u.= (4)c2> 0) .6) = 2 gip, A,Ar6riao _ Y 62/2)(0.,-5 �o,C� fib • 6- Cts -TYR eco c 64. PLY • Ararotes l paC ) fico 4 fwd ✓' Structural Engineers r TRUSS TO WALL CONNECTION ,;I,I VAI UI•; # OF TRUSS CONNECTOR TO TRUSS PLIES TO TOP PLATES ul'I II 1 11 1 HI (6) 0.131" X 1.5" (4) 0.131'X 2.5" otl +,I') 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" >s:. no ,''4_.. ..11.,..... 2 1110-2 (9) 0.148"X 1.5" (9) 0.148" X 1.5" 11)10 100- 2 (2)112.5A (5) 0.131"X 2.5" EA. (5) 0.131"X 2.5" EA. Iii/i) i'?I) 2 (2)SDWC15600 - - ti/ti 10) 3 (3)SDWC15600 ROOF FRAMING PER PLAN 8d AT 6" O.C. -.. -... 2X VENTED BL . 0.131" X 3" TOENAIL �''� AT 6" O.CBUM.I� I =Rip. -----..i7= . . -0 r H2.5A & SDWC15600 STYI F COMMON/GIRDER TRUSS ---1.1---- PER PLAN TRUSS TO WALL CONNECTION TO EACH 111 STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE 3/4"=1'-0" (BEAM/HEADER AT SIMILAR) 14 TYP. RAISED HEEL TRUSS TO WALL CONNECTION [ TRUSS TO WALL CONNECTION ?PI' VALUES #OF TRUSS CONNECTOR TO TRUSS PLIES TO TOP PLATES UPLIFT n 1 HI (6) 0.13r X 1.5" (4) 0.131" X 2.5" -.Ion ,111=7-- 1 H2.5A (5) 0.131"X 2.5" (5) 0.131" X 2.5" 35L 110 I SDWC15600 - -.. - 4tC5 115... 2 H10-2 (9) 0.148"X 1.5" (9)0.148" X 1.5" 1070 7101 2 (2)112.5A (5) 0.131' X 2.5" EA. (5) 0.131'X 2.5' EA. 1071 n1 2 (2)SDWC15600 - - 1)71) ---').-31).- 3 (3)SOWC15600 - - ------ 14;+;i :s,1y ADD A35 ID 48"O.C. ROOF FRAMING PER PLAN FOR.H2.5A AND SDWC STYLE ed AT 6" O.C. CONNECTIONS 2X G. miifil,r,..,,I,"--. ... „,,,,isi. ........,.... ,„,14.1, -4,- 1 NB I , H2-5A & SDW 15IkaumE. COMMON/GIRDER TRUSS PER PLAN TRUSS TO WALL CONNEC110N TO EACH H1 STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE: 3/4"= 1'-0' (BEAM/HEADER AT SIMILAR) 1 19 I TYPICAL T1340;15Q WALL CONNECTION [ 180 Nickerson St. CT ENGINEERING suite 302 Seattle,WA INC. 98109 Project: FLA1J 1Q A 61) -DL Date: (206)285-4512 FAX: Client: Page Number: (206)285-0618 F0011)PA TIDO I !- 2.000 f'c �o�F: u) _,- (go Pse) ( `1Z) -) (lops') 61 - IOSO pt$ meg. Re- o= (55 psf) (24) I-(JOpsf) rift) = 7-80 i • Lowciz ra.. = (55f)(4) +- (iopsf)(9 Pt) = LIW: c, ►1t)L5P+U' w = (GS?Sr)(1) _ 'o FTU ° (,S°Pa) A)(1) = 15o 2803 p.0 = 1g35psf. Woo psf COPJT FT( t I8" u tPE x t3 . PEEP Page 44 of 58 Structural Engineers Title: Hem Fir,No.2 Job# Dsgnr: Date: 6:17PM, 9 DEC 15 Description: Scope: Rev: 580000 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Square Footing Design Page 1 _(c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_19dl.ecw:Calculations Description FTG1 General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 if Dead Load 1.370 k Footing Dimension 2.000 ft Live Load 3.660 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 4 Seismic Zone 4 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.000 Concrete Weight 145.00 pcf fc 2,000.0 psi LL&ST Loads Combine Fy 40,000.0 psi Load Duration Factor 1.330 Column Dimension 0.00 in Allowable Soil Bearing 2,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Reinforcing ` Rebar Requirement 1 Actual Rebar"d"depth used 6.750 in As to USE per foot of Width 0.216 in2 200/Fy 0.0050 Total As Req'd 0.432 in2 As Req'd by Analysis 0.0007 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014 % Summary I Footing OK 2.00ft square x 10.0in thick with 4-#4 bars Max.Static Soil Pressure 1,378.33 psf Vu:Actual One-Way 11.91 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 76.03 psi Max.Short Term Soil Pressure 1,378.33 psf Vu:Actual Two-Way 44.55 psi Allow Short Term Soil Pressure 2,660.00 psf Vn*Phi:Allow Two-Way 152.05 psi Alternate Rebar Selections... Mu :Actual 1.10 k-ft/ft Mn*Phi:Capacity 7.63 k-ft/ft 3 #4's 2 #5's 1 #6's 1 #7's 1 #8's 1 #9's 1 #10's Page 45 of 58 Title: Hem Fir,No.2 Job# Dsgnr: Date: 6:17PM, 9 DEC 15 Description: Scope: Rev: 580000Page 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Square FootingDesign _(c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_19dl.ecw:Calculations Description FTG2 General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 111 Dead Load 3.410 k Footing Dimension 3.000 ft Live Load 9.100 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 4 4 Bar Size 4 Seismic Zone Rebar Cover 3.250 Overburden Weight 0.000 psf Pc 2,000.0 psi Concrete Weight 145.00 pcf Fy 40,000.0 psi LL&ST Loads Combine Load Duration Factor 1.330 Column Dimension 0.00 in Allowable Soil Bearing 2,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Reinforcing 1 Rebar Requirement Actual Rebar"d"depth used 6.500 in As to USE per foot of Width 0.216 in2 200/Fy 0.0050 Total As Req'd 0.648 in2 As Req'd by Analysis 0.0018 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0024% 1 SummaryII Footing OK 3.00ft square x 10.0in thick with 4-#4 bars Max.Static Soil Pressure 1,510.83 psf Vu:Actual One-Way 29.71 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 76.03 psi Max.Short Term Soil Pressure 1,510.83 psf Vu:Actual Two-Way 124.60 psi Allow Short Term Soil Pressure 2,660.00 psf Vn*Phi:Allow Two-Way 152.05 psi Alternate Rebar Selections... Mu :Actual 2.72 k-ft/ft 4 #4's 3 #5's 2 #6's Mn*Phi:Capacity 4.99 k-ft/ft 2 #7's 1 #8's 1 #9's 1 #10's Page 46 of 58 Title: Hem Fir,No.2 Job# Dsgnr: Date: 6:17PM, 9 DEC 15 Description: Scope: Rev: 580000 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Square Footing Design Page. 1 (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace19dl.ecw:Calculations Description FTG3 General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 if Dead Load 4.670 k Footing Dimension 3.500 ft Live Load 12.210 k Thickness 12.00 in Short Term Load 0.000 k #of Bars 5 Seismic Zone 4 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.000 Concrete Weight 145.00 pcf f c 2,000.0 psi LL&ST Loads Combine Fy 40,000.0 psi Load Duration Factor 1.330 Column Dimension 0.00 in Allowable Soil Bearing 2,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Reinforcing 11 Rebar Requirement Actual Rebar"d"depth used 8.750 in As to USE per foot of Width 0.259 in2 200/Fy 0.0050 Total As Req'd 0.907 in2 As Req'd by Analysis 0.0014 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0018% ISummary Il Footing OK 3.50ft square x 12.Oin thick with 5-#4 bars Max.Static Soil Pressure 1,522.96 psf Vu:Actual One-Way 23.64 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 76.03 psi Max.Short Term Soil Pressure 1,522.96 psf Vu:Actual Two-Way 93.03 psi Allow Short Term Soil Pressure 2,660.00 psf Vn*Phi:Allow Two-Way 152.05 psi Alternate Rebar Selections... Mu :Actual 3.72 k-ft/ft 5 #4's 3 #5's 3 #6's Mn*Phi:Capacity 7.26 k-ft/ft 2 #7's 2 #8's 1 #9's 1 #10's • Page 47 of 58 Title: Hem Fir,No.2 Job# Dsgnr: Date: 10:14AM, 10 DEC 15 Description: Scope: Rev: 580000 Page 1 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Square FootingDesign _(c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_19dl.ecw:Calwlations Description FTG4 General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 I Dead Load 1.280 k Footing Dimension 1.500 ft Live Load 2.740 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 2 4 Bar Size 4 Seismic Zone Rebar Cover 3.000 Overburden Weight 0.000 psf fc 2,000.0 psi Concrete Weight 145.00 pcf Fy 40,000.0 psi LL&ST Loads Combine Load Duration Factor 1.330 Column Dimension 0.00 in Allowable Soil Bearing 2,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 ` Reinforcing 1 Rebar Requirement Actual Rebar"d"depth used6.750 in As to USE per foot of Width 0.216 in2 200/Fy 0.0050 Total As Req'd 0.324 in2 As Req'd by Analysis 0.0005 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014 Summary ! Footing OK 1.50ft square x 10.0in thick with 2-#4 bars Max.Static Soil Pressure 1,907.50 psf Vu:Actual One Way 7.03 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 76.03 psi Max.Short Term Soil Pressure 1,907.50 psf Vu:Actual Two-Way 32.21 psi Allow Short Term Soil Pressure 2,660.00 psf Vn*Phi:Allow Two-Way 152.05 psi Altemate Rebar Selections... Mu :Actual 0.85 k-ft/ft 2 #4's 2 #5's 1 #6's Mn*Phi:Capacity 5.19 k-ft/ft 1 #7's 1 #8's 1 #9's 1 #10's Page 48 of 58 Title: Job#15238 Dsgnr: ARS Date: 4:52PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Lk Rev: 580010 1 User KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_3410.2.eav:Calculations Description CANT RET WALL H=2' NO SOG Criteria 0 Soil Data 1 Footing Strengths&Dimensions I Retained Height = 1.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Toe Width = 0.33 ft Toe Active Pressure = 0.0 psf/ft Heel Width = 1.00 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 1.33 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 10.00 in Footingpoil Friction = 0.400 Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem 1 Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Design Summary 0 Stem Construction Top Stem OK Total Bearing Load = 603 lbs Design height ft= Stem0.00 ...resultant ecc. = 0.42 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 525 psf OK Thickness = 8.00 Soil Pressure @ Heel = 382 psf OK Rebar Size = # 4 Allowable = 3,000 Rebar Spacing = 18.00 psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 664 psf ib/FB+fa/Fa = 0.021 ACI Factored @ Heel = 484 psf Footing Shear @ Toe = 0.0 psi OK Total Force @ Section lbs= 66.9 Footing Shear @ Heel = 3.0 psi OK Moment....Actualft#= 33.5 Moment Allowable = 1,565.0 Allowable = 93.1 psi Wall Stability Ratios Shear Actual psi= 1.4 Overturning = 6.13 OK Shear Allowable psi= 93.1 Sliding = 6.66 (Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Caics (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 95.3 lbs Wall Weight = 100.0 less 100%Passive Force= - 393.8 lbs Rebar Depth 'd' in= 4.00 less 100%Friction Force= - 241.2 lbs Masonry Data Added Force Req'd = 0.0 lbs OK fm psi= ....for 1.5:1 Stability = 0.0 lbs OK Fs psi= Solid Grouting = Footing Design Results I Special Inspection = - Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 664 484 psf Equiv.Solid Thick. _ Mu':Upward = 35 0 ft-# Masonry Block Type=Normal Weight Mu':Downward = 15 55 ft-# Concrete Data Mu: Design = 20 55 ft-it fc psi= 3,000.0 Actual 1-Way Shear = 0.00 2.99 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = None Spec'd Heel:Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined Page 49 of 58 Title: Job#15238 Dsgnr: ARS Date: 4:52PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 Page 2 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design 15238_riveAertace_3410.2.ecw:Cage 2 _(c)1983-2003 ENERCALC Engineering Software ns Description CANT RET WALL H=2. NO SOG Summary of Overturning&Resisting Forces&Moments 1 OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft f-# Heel Active Pressure = 95.3 0.78 74.1 Soil Over Heel = 55.0 1.16 64.0 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 0.66 66.3 Load©Stem Above Soil= Soil Over Toe = 24.2 0.17 4.0 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 200.0 0.66 132.7 Total = 95.3 O.T.M. = 74.1 Earth©Stem Transitions= Resisting/Overturning Ratio = 6.13 Footing Weight = 166.2 0.67 110.6 Vertical Loads used for Soil Pressure= 603.0 lbs Key Weight = Component = 57.6 1.33 76.6 Vertical component of activepressure used for soil pressure Total= 603.0 lbs R M.= 454.1 Page 50 of 58 Title: Job#15238 Dsgnr: ARS Date: 4:52PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User KW-0602997,Ver 5.8.0,1-Deo-2003 Cantilevered Retaining Wall Design Page 1 _(c)1983..2003 ENERCALC Engineering Software 15238_riverterrace_3410.2.ecw: alwlations Description CANT RET WALL H=4'NO SOG Criteria II Soil Data 1 Footing Strengths&Dimensions r Retained Height = 3,50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Toe Width = 0.33 ft Toe Active Pressure = 0.0 psf/ft Heel Width = 1.33 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 1.66 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 9.00 in FootingliSoil Friction = 0.400 Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft L Cover©Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Design Summary k Stem Construction Top Stem OK Total Bearing Load = 1,157 lbs Design height ft= Stem0.00 ...resultant ecc. = 2.71 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,266 psf OK Thickness = 8.00 Soil Pressure @ Heel = 128 psf OK Rebar Size = # 4 Allowable = 3,000 psf Rebar Spacing = 18.00 Soil Pressure Less Than Allowable Rebar Placed at = Center ACI Factored©Toe = 1,480 psf Design Data ACI Factored @ Heel = 150 psf fb/FB+fa/Fa = 0.272 Footing Shear©Toe = 0.0 psi OK Total Force @Section lbs= 364.4 Footing Shear©Heel = 11.9 psi OK Moment....Actual ft-#= 425.2 Allowable = Moment Allowable = 1,565.0 93.1 psi Shear Actual psi= 7.6 Wall Stability Ratios Overturning = 2.56 OK Shear Allowable psi= 93.1 Sliding = 2.58 (Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 316.1 lbs Wall Weight = 100.0 less 100%Passive Force= - 351.2 lbs Rebar Depth 'd' in= 4.00 less 100%Friction Force= - 462.9 lbs Masonry Data Added Force Req'd = 0.0 lbs OK fm psi= ....for 1.5:1 Stability = 0.0 lbs OK Fs psi= Solid Grouting = LFooting Design Results Special Inspection = Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,480 150 psf Equiv.Solid Thick. _ Mu':Upward = 76 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 14 369 ft-# Concrete Data Mu: Design = 62 369 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 0.00 11.92 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = None Spec'd Heel:Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined Page 51 of 58 Title: Job#15238 Dsgnr: ARS Date: 4:52PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall DesiPage 2 gn 15238_riverterrace_3410.2.eav:Cak1atio 11 (c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL H=4' NO SOG _Summary of Overturning&Resisting Forces&Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 316.1 1.42 447.8 Soil Over Heel = 255.4 1.33 339.2 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 0.66 66.3 Load©Stem Above Soil= Soil Over Toe = 24.2 0.17 4.0 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 400.0 0.66 265.3 Total = 316.1 O.T.M. = 447.8 Earth©Stem Transitions= Resisting/Overturning Ratio = 2.56 Footing Weight = 186.7 0.83 155.0 Key Weight = Vertical Loads used for Soil Pressure= 1,157.4 lbs Vert.Component = 191.0 1.66 317.1 Vertical component of active pressure used for soil pressure Total= 1,157.4 lbs R.M.= 1,147.0 Page 52 of 58 Title: Job#15238 Dsgnr: ARS Date: 4:52PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User.KW-0602997.Ver5.8.0,1-Dec-2003 Cantilevered RetainingWall Design Page 1 _(c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_3410.2.ecw:Calculations1 Description CANT RET WALL H=6'NO SOG Criteria I Soil Data 1 Footing Strengths&Dimensions M Retained Height = 5.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Toe Width = = .83 ft Toe Active Pressure = 0.0 psf/ft Heel Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 psf/ft o a Width = 1.83 T Soil Density = 110.00 pct Water height over heel = 0.0 ft Total Footing Width = 2.50 Footing Thickness = 10.00 in FootingIISoil Friction = 0.400 Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem 6 Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Design Summary 0 Stem Construction Top Stem OK Total Bearing Load = 2,190 lbs Design height ft= Stem0.00 ...resultant ecc. = 3.83 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,547 psf OK Thickness = 8.00 Soil Pressure @ Heel = 205 psf OK Rebar Size = # 4 Allowable = 3,000 psf Rebar Spacing = 16.00 Soil Pressure Less Than Allowable Rebar Placed at = Center ACI Factored @ Toe = 1,746 psf Design Data ACI Factored @ Heel = 231 psf fb/FB+fa/Fa = 0.679 Footing Shear @ Toe = 2.4 psi OK Total Force @Section lbs= 899.9 Footing Shear @ Heel = 24.5 psi OK Moment....A tuallow ft-#= 1,649.9 Allowable = 93.1 psi Moment Allowable = 2,430.8 Wall Stability Ratios Shear Actual psi= 13.6 Shear Allowable psi= 93.1 Overturning = 2.38 OK Sliding = 1.81 (Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 701.9 lbs Wall Weight = 100.0 less 100%Passive Force= - 393.8 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 875.9 lbs Masonry Data Added ForceReq'd = 0.0 lbs OK fm psi= ....for 1.5:1 Stability = 0.0 lbs OK Fs psi= Solid Grouting = Footing Design Results 1Special Inspection - Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,746 231 psf Equiv.Solid Thick. = Mu':Upward = 362 0 ft-# Masonry Block Type=Normal Weight Mu':Downward = 62 1,531 ft-# Concrete Data Mu: Design = 299 1,531 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 2.35 24.49 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = None Spec'd Heel:#4@ 22.00 in,#5@ 3425 in,#6©48.25 in,#7@ 48.25 in,#8©48.25 in,#9©4 Key Reinforcing = None Spec'd Key: No key defined Page 53 of 58 Title: Job#15238 Dsgnr: ARS Date: 4:52PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 Page 2 User.KW-0802997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design 15238 riverterrace_3410.2.ecw:Calculations _(c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL H=6' NO SOG _Summary of Overturning&Resisting Forces&Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 701.9 2.11 1,481.9 Soil Over Heel = 703.8 1.92 1,350.2 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 1.00 100.3 Load @ Stem Above Soil= Soil Over Toe = 49.1 0.34 16.5 SeismicLoad = Surcharge Over Toe Stem Weight(s) = 600.0 1.00 602.0 Total = 701.9 O.T.M. = 1,481.9 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.38 Footing Weight = 312.5 1.25 390.6 Key Weight = Vertical Loads used for Soil Pressure= 2,189.7 lbs Vert.Component = 424.2 2.50 1,060.6 Vertical component of active pressure used for soil pressure Total= 2,189.7 lbs R.M.= 3,520.1 Page 54 of 58 Title: Job#15238 Dsgnr: ARS Date: 4:53PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User.KW-0602997,Ver5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 1 (c)1983-2003 ENERCALC Engineering Software 15238 riverterrace_3410.2.ecw:Calculations Description CANT RET WALL H=10' NO SOG Criteria 1 Soil Data IIIFooting Strengths&Dimensions 1 1 l Retained Height = 9.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 psf/ft Toe Width = 1.33 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft H = Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 psf/ft eel Width 3.50 Water height over heel = 0.0 ft Total Footing Width = 4.83 Soil Density = 110.00 pcf g Footing Thickness = 12.00 in FootingiiSoil Friction = 0.400 Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem 0 Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Design Summary 0 Stem Construction Top Stem OK Total Bearing Load = 6,049 lbs Design height ft= Stem0.00 ...resultant ecc. = 3.92 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,761 psf OK Thickness = 8.00 Soil Pressure @ Heel = 744 psf OK Rebar Size = # 5 Rebar Spacing = 8.00 Allowable = 3,000 psf Rebar Placed at = Ede Soil Pressure Less Than Allowable Design Data g ACI Factored @ Toe = 1,990 psffb +fa/Fa = 0.806 ACI Factored @ Heel = 840 psf Total Force @ Section lbs= 2,684.9 Footing Shear @ Toe = 9.8 psi OK Moment....Actual ft-#= 8,502.3 Footing Shear @ Heel = 65.9 psi OK Moment Allowable = 10,552.0 Allowable = 93.1 psi Shear Actual psi= 40.7 Wall Stability Ratios Overturning = 2.87 OK Shear Allowable psi= 93.1 Sliding = 1.51 (Vertical Co Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 7.58 Lateral Sliding Force = 1,929.4 lbs Wall Weight = 100.0 less 100%Passive Force= - 486.1 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 2,419.6 lbs Masonry Data Added Force Req'd = 0.0 lbs OK fm psi= ....for 1.5:1 Stability = 0.0 lbs OK So psi= Solid Grouting = Footing Design Results Special Inspection = Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,990 840 psf Equiv.Solid Thick. = Mu':Upward = 1,667 0 ft-# Masonry Block Type=Normal Weight Mu':Downward = 277 12,332 ft-# Concrete Data Mu: Design = 1,390 12,332 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 9.77 65.91 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = #5 @ 11.00 in Heel:#4@ 7.25 in,#5@ 11.00 in,#6@ 15.75 in,#7@ 21.25 in,#8@ 28.00 in,#9@ 35 Key Reinforcing = None Spec'd Key: No key defined Page 55 of 58 Title: Job#15238 Dsgnr: ARS Date: 4:53PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User.KW-0802997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design 15238_riverterrace_3410.2.ecw:Page Caloulatio2 _(c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL H=10' NO SOG Summary of Overturning&Resisting Forces&Moments 1 OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,929.4 3.50 6,752.8 Soil Over Heel = 2,960.8 3.41 10,106.3 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 1.66 166.3 Load©Stem Above Soil= Soil Over Toe = 97.5 0.67 64.9 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,000.0 1.66 1,663.3 Total = 1,929.4 O.T.M. = 6,752.8 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.87 Footing Weight = 724.5 2.42 1,749.7 Vertical Loads used for Soil Pressure= 6,048.9 lbs Key Weight Vert.Component = 1,166.0 4.83 5,632.0 Vertical component of active pressure used for soil pressure Total= 6,048.9 lbs R.M.= 19,382.5 Page 56 of 58 Title: Job# Dsgnr: Date: 3:41 PM, 12 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 -User KW-0602997.Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace 3abd.ecw:BASEMENT WALL NO Description CANT RET WALL H=12' NO SOG Criteria 0 Soil Data I Footing Strengths&Dimensions r Retained Height = 11.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 Toe Width = Toe Active Pressure = 0.0 1.75 ft Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 Heel Width = 4.50 Water height Total Footing Width = 6.25 Soil Density = 110.00 pcf g over heel = 0.0 ft Footing Thickness = 14.00 in Footing poi!Friction = 0.400 Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem 0 Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Design Summary 0 Stem Construction Top Stem OK Total Bearing Load = 9,068 lbs Design height ft= Stem0.00 ...resultant ecc. = 3.09 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,810 psf OK Thickness = 8.00 Soil Pressure @ Heel = 1,092 psf OK Rebar Size = # 5 Allowable = 3,000 Rebar Spacing = 5.00 psf Soil Pressure Less Than AllowableRebar Placed at = Edge ACI Factored @ Toe = 2,059 psf Design Data ACI Factored @ Heel = 1,243 psf fb/FB+fa/Fa = 0.945 Footing Shear @Toe = 11.5 psi OK Total Force @ Section lbs= 3,934.4 Footing Shear @ Heel = 84.2 psi OK Moment....A tuallow ft = 15,082.0 Allowable = 93.1 psi Moment Allowable = 15,964.6 Wall Stability Ratios Shear Actual psi= 59.6 Overturning = 3.19 OK Shear Allowable psi= 93.1 Sliding = 1.50 (Vertical Co Bar Develop ABOVE Ht. in= 21.36 Sliding Cafes (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 8.96 Lateral Sliding Force = 2,807.8 lbs Wall Weight = 100.0 less 100%Passive Force= - 588.2 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 3,627.3 lbs Masonry Data Added Force Req'd = 0.0 lbs OK fm psi= ....for 1.5:1 Stability = 0.0 lbs OK Fs psi= Solid Grouting = [Footing Design Results Special Inspection Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 2,059 1,243 psf Equiv.Solid Thick. _ Mu':Upward = 3,037 0 ft-# Masonry Block Type= Mu':Downward = 532 25,870 ft-# Concrete Data Mu: Design = 2,504 25,870 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 11.49 84.23 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = #5 @ 11.00 in Heel: Key Reinforcing = None Spec'd Key: Page 57 of 58 Title: Job# Dsgnr: Date: 3:41 PM, 12 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010Page 2 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Cantilevered Retaining Wall Design 15238 nverterrace_3abd.ecw:BASEMENTWALLNO (c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL H=12'NO SOG _Summary of Overturning&Resisting Forces&Moments 1 OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,807.8 4.22 11,855.1 Soil Over Heel = 4,849.2 4.33 21,013.1 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 2.08 208.3 Load©Stem Above Soil= Soil Over Toe = 128.3 0.88 112.3 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,200.0 2.08 2,500.0 Total = 2,807.8 O.T.M. = 11,855.1 Earth©Stem Transitions= Resisting/Overturning Ratio = 3.19 Footing Weight = 1,093.7 3.13 3,417.9 Key Weight = Vertical Loads used for Soil Pressure= 9,068.2 lbs Vert.Component = 1,696.9 6.25 10,605.8 Vertical component of active pressure used for soil pressure Total= 9,068.2 lbs R.M.= 37,857.4 Page 58 of 58 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury Mit Dimensions are in ft-in-sixteenths. hgik Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. 0'1/16 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I _0. 16\1111,116 pbracing should be considered. �1-� 3. Never exceed the design loading shown and never Ustack materials on inadequately braced trusses. ill c» 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate e� s 6 designer,erection supervisor,property owner and plates 0-''U' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 6. Place plates on each face of truss at each 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 *Plate location details available In MITek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment In accord with ANSI/TPI 1. Software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR 1988 10.Camber is a non-structural consideration and is the 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 Trusses are designed planein all respects,equal to or better than that �� Indicated by symbol shown and/or g d for wind loads in the of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is Installed,unless otherwise noted. established by others. 15.Connections not shown are the responsibility of others. Il Indicates location where bearings (supports) occur. Icons vary but 16.Do not cut or alter truss member or plate without prior =, reaction section indicates joint ©2012 MiTek®All Rights Reserved approval of an engineer. number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. iii gal r_� 44 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal MI 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 dGood Component Safety Information, MiTeW 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.10/03/2015 let MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-409_UPPER Fax 916/676-1909 POLYGON 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: R46042121 thru R46042159 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. P R O F F, s ��-J �NGINEF9 /62 83640PE 9f OREGON .2) D'S' �q RY 12 2° 0- OS•ON Di.yr, 1j ture EXPIRATl0� jt'-31-16 December 4,2015 Ong,Choo Soon The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON R46042121 PL15-409_UPPER F01 Floor Girder 1 1 Job Reference(optional) 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:37:57 2015 Page 1 Pacific Lumber&Truss Co., Beaverton,Oregon ID:c53KNt9S8dZANgLpvMEnZkyCd11-oa5Q8ukLNinOCBHaPg0ikYeyjkzbugDS4LsANFyCewu I 1-0-0 1.15x3 II 1 3x4= 5 2 Scale=1:13.2 : N Ii NI wow '/ 4 KI 3 1.5x3 II 3x4= I 1-3-0 I 1-3-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.37 Vert(LL) 0.00 4 ""' 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 n/a n/a Weight:11 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=183/0-3-8,3=219/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)277 lb down at 0-8-6 on top chord. The design/selection of such connection device(s)is the responsibility of others. 4)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pIf) Vert:3-4=10,1-2=100 Concentrated Loads(Ib) Vert:5=-277(F) ���Ea PROFFss �c�\cJ �cNGiNEfi9 i&29 8 e40PE f O y ORE dirN2�C? 6,,-, q RY 12' OO SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 Immo 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE. ' Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the butding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mid@ � is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Qualify Criteria,DS&-89 and SCSI Building Component Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Sums Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-409_UPPER F02 FLOOR GIRDER 1 1 R46042122 Pacific Lumber 8 Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:00 2015 Page 1 ID:c53KNt9S8dZANg LpvM EnZkyCd I1-C9mYmwmDgd9b3b094yZPM BF WEyvT57OumJ5L_ayecwr 0-1-8 8.0� H IJ:c( l r�_-71 1-2-0 I I -711 1-2-0 I I}11-131 Scale=1:41.4 4x6 II 3x6 FP= 3x6 FP= 1.5x3 =5x8 II 5x6 II 4x6 I I 5x6 I I 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 'LE 42 4._ - _ I /1A\ 4,v O e e - / \ 40 39 37 36 35 34 33 32 31 30 29 28 27 26 5x6 I I 6x8 II 6x8=3x6 FP= 5x6 I I 5x6 II 3x6 FP=5x6 I I 6x6= 6x6= 1.5x3 = 6x6 = 5x6 II 11-8-7 I 10-6-7 } 10-6-7 0-7-0 I I -4 _ I 11l-11-11-13 Plate Offsets(X,Y)- f33:0-3-0,0-0-01,f35:0-3-0,Edgel,f41:0-1-8,0-0-81,142:0-1-8.0-0-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.16 Vert(LL) -0.19 34 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.38 Vert(TL) -0.30 34 >944 360 BCLL 0.0 Rep Stress Incr NO WB 0.29 Horz(TL) 0.06 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:208 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 41=1738/0-5-8,26=1460/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2053/0,3-4=-2053/0,4-5=-3815/0,5-6=-3815/0,6-7=-5351/0,7-8=5351/0, 8-9=5351/0,9-10=-6071/0,10-11=6071/0,11-12=5955/0,12-13=5955/0, 13-14=-5690/0,14-15=-5690/0,15-16=5173/0,16-17=5173/0,17-18=-4311/0, 18-19=4311/0,19-20=4311/0,20-21=3119/0,21-22=3119/0,22-23=1699/0, 23-24=1699/0 BOT CHORD 40-41=0/1093,39-40=0/2964,38-39=0/4611,37-38=0/4611,36-37=0/6017,35-36=0/6071, 34-35=0/6071,33-34=0/5955,32-33=0/5955,31-32=0/5465,30-31=0/4823, 29-30=0/3745,28-29=0/3745,27-28=0/2439,26-27=0/907 WEBS 2-41=-2001/0,2-40=0/1849,4-40=1756/0,4-39=0/1640,11-34=271/0,24-26=1677/0, 24-27=0/1527,22-27=1426/0,22-28=0/1309,20-28=1207/0,6-39=1535/0, 6-37=0/1425,9-37=1354/0,9-36=0/257,20-30=0/1091,17-30=986/0,17-31=0/674, 15-31=-563/0,15-32=0/434,13-32=-494/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x6 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. � 'C' P R Opp. 4)Bearing at joint(s)41 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity Cj GIN s/ of bearing surface. �� �� EF9 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 444. 8 40 P E 29 be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1029 lb down at 7-6-0,and 177 lbdr down at 16-0-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). v 1;i,ORE •N rd LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 �ti0�q RY 12 2 Uniform Loads(plf) O 50014 O Vert:26-41=-8,1-25=-80 Concentrated Loads(Ib) Digital Signature Vert:9=-965(B)17=-177(8) 1 EXPIRATION DATE: 12-31-16 December 4,2015 4 I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. MI Design valid for use only with M7ek19 connectors.This design is based only upon parameters shown,and is for an individual building component,not - a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the *•�� � fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1P11 Quality Criteria,D8-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Ckrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042123 PL15-409_UPPER F03 Floor Girder 1 1Job Reference(optional) 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:00 2015 Page 1 Pacific LumberBTruss Co., Beaverton,Oregon ID:c53KNt9S8dZANgLINMEnZkyCd11-C9mYmwmDgd9b3b094yZPMBFWNyzd530umJ5q_ayCcwr I 1-7-0 I I 1-9-0 I Scale=1:17.8 3x6 II 3x6 II 3c6 II 3x6 II 3x6 II 6x6= 12 5 13 6 1 11 2 g 4 d O N d N L e e e Id 10 9 6 64= 5x6 II 6x6= 3x6 11 0-4-0 I 9.4-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.15 Vert(LL) -0.01 8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.11 Vert(TL) -0.02 8-9 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.55 Horz(TL) 0.00 7 n/a n/a Weight:78 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=1045/Mechanical,7=889/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-10=1033/0,1-11=770/0,2-11=770/0,2-3=770/0,3-4=-1123/0,4-12=1123/0,5-12=1123/0 BOT CHORD 8-9=0/1102,7-8=0/781 WEBS 5-7=1068/0,5-8=0/476,4-8=311/0,3-9=-463/0,2-9=-417/0,1-9=0/1082 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)276 lb down at 0-6-10,132 lb down at 2-1-13,132 lb down at 3-9-0,132 lb down at 5-4-3,and 132 lb down at 6-11-6,and 132 lb down at 8-6-9 on top chord. The design/selection of such connection device(s)is the responsibility of others. 4)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) <CaEp P R OFF Vert:7-10=10,1-6=100 Concentrated Loads(Ib) ��\� �Z1G I N,cF� `s�029 Vert:4=132(F)3=132(F)2=132(F)11=276(F)12=132(F)13=132(F) 8 •40PE r 09,(OR 'O `LN c),. 0. 6, RY 1 ,\-\ O SOONA Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 1 I ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/0312015 BEFORE USE. imi ll Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the bidding designer must verify the applicability of design parameters and properly incorporate the design into the overall MTek. building design. Bracing indicated u to prevent buckling of individual truss web and/or chord members onl Additional algtemporaryidance and regarding permanent bracing ' 7777 Greenback Lane is always required for stability and to prevent collapse with possible personal injury and propertydamage. fabrication,storage,defrvery,erection and bracing of trusses and truss systems,see ANSI/IPI1 Quaky Criteria,DSI-89 and ICS!Building Component Suite 109 Safety Intormallon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Sunil Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-4092 1 UPPER F04 FLOOR GIRDER R46042124 Pacific Lumber 8 Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:01 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-hLKw GnrRwHShIbLeg4eu0ogeLBXgTc2?zciNWlyCcwq 1 1-10-4 II 1-9- p I 0-l8 Scale=1:41.4 4x6 I I 5x6 II 3x6 FP 3x6 FP= 1.5x3 = 4x6 I 5x6 II 1.5x3 = 1 2 28 3 4 5 6 7 8 9 10 11 12 13 14 15 16 4.. _ /66\_/4\ / \ / \ O 3 N O O A N :: 25 24 23 22 21 20 19 18 17 2x4 II 5x8= 4x6= 3x6 FP= 3x5= 3x5= 4x8= 3x4= 1.5x4 SP= I 23-11-12 23-11-12 Plate Offsets(X,Y)— f27:0-1-8,0-0-8I LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.18 20-21 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.58 Vert(TL) -0.28 20-21 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.74 Horz(TL) 0.08 17 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:159 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 25=1061/Mechanical,17=1046/0-5-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-25=-1055/0,1-2=1080/0,2-28=-1080/0,3-28=1080/0,3-4=-2500/0,4-5=2500/0, 5-6=2500/0,6-7=3276/0,7-8=3276/0,8-9=3416/0,9-10=3416/0,10-11=2918/0, 11-12=2918/0,12-13=2918/0,13-14=1785/0,14-15=1785/0 BOT CHORD 23-24=0/1861,22-23=0/2951,21-22=0/2951,20-21=0/3406,19-20=0/3228,18-19=0/2417, 17-18=0/971 WEBS 15-17=1373/0,15-18=0/1151,13-18=894/0,13-19=0/709,10-19=438/0,10-20=0/266, 6-21=0/461,6-23=637/0,3-23=0/904,3-24=1104/0,1-24=0/1464 NOTES- 1)All plates are 3x6 MT20 unless otherwise indicated. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)20 lb down at 2-11-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ,`(¢�Q P R OFFS LOAD CASE(S) OA `s/0 ( ) Standard 2 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 •40 P E 9 Uniform Loads(pIf) Vert:17-25=8,1-16=-80 Concentrated Loads(Ib) Or Vert:28=20(B) 40111, -7 ORE r.� L3, "/4RY"t?-' V O SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M147473 rev.10/032015 BEFORE USE. 1111. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicabiWiily of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the B1�S fabrication,storage,delivery,erection and bracing of trusses and truss systems,see gNSI/TPII Quality CrHeria,DSB•89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Cirrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042125 PL15409_UPPER F05 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:02 2015 Page 1 I D:c53KNt9S8dZANg LpvM EnZkyCd 11-9XuJBcoU C EPJJvAYC NbtRcLffiIgla4TBEdax3TyC cwp 1-2-12 1.5x3 I I 1 3x4= 2 Scale=1:13.2 4 3 1.5x3 II 3x4= 1-5-12 1-5-12 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) 0.00 4 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.00 Horz(TL) 0.00 3 n/a n/a Weight:12 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 1-5-12 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=74/Mechanical,3=74/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. � P R OFFss c;\ NG}NEF'4 /p <1429 8 .40P y ORE 20o� 04 RY 12• tJ SOON O Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 d _ t ®WARNING-Verify designs parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev.10/03/2015 BEFORE USE. .. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the budding designer must verify the applicability of design parameters and property incorporate this design into the overall SIT@k. building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/T7I1 Quality Criteria,DSII-89 and ICS.Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15409 UPPER FOB R46042126 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 M78k Industries,Inc.Thu Dec 03 14:38:02 2015 Page 1 ID:C53KNt9S8dZANgLpvMEnZkyCd I1-9XuJBCoU C EPJJ VAYCN btRcLr7laiZzZBEdax3TyCcwp 0-1-8 H I 2-1-12 1 2-6-0 I Scale=1:35.5 1.5x3 II 1.5x3 = 1.5x3 = 3x5= 1.5x3 II 3x4= 1.5x3 II 3x4= 3x6 FP=1.5x3 II 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 e e e e g,de•••••••••,,Or Nii,. V 1441IN 7 NIIIIN 7.../.. NINN. - 02Nit8 7 .se- MW.... e e e n 16 15 14 13 12 11 3x4= 3x6 = 3x6 FP= 3x5= 3x6= 3x4 = I 20-4-12 20-4-12I LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.12 13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.39 Vert(TL) -0.20 13-15 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.51 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:101 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=886/0-2-12,16=886/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1750/0,3-4=1750/0,4-5=-2406/0,5-6=2406/0,6-7=1835/0,7-8=-1835/0,8-9=1835/0 BOT CHORD 15-16=0/945,14-15=0/2219,13-14=0/2219,12-13=0/2262,11-12=0/1076 WEBS 9-11=1334/0,9-12=0/940,6-12=529/0,4-15=581/0,2-15=0/998,2-16=1240/0 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)CAUTION,Do not erect truss backwards. k b PROFFss N.5 NGiNF9 /O ., 2 84 OPE vr- ( -7 ORE If r.o C & RYi2•Z��J' �0 SOON O Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 i I IS®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual buildingcomponent,not �x a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate the design into the overall ��B building design. Bracing indicated is to-prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiT ek° is always required for stability-and-to preventcollapse with possible personalinjury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 QuaBly Criteria,OSB-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss TypeQty Ply POLYGON R46042127 PL15-409_UPPER F07 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 0314:38:03 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZky Cd I1-dkShOyo6zYXAx31 km576zpt2v90_IXCKSHJUbvyCcwo 0-1H8 Scale=1:39.4 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 1415 16 17 18 19 20 ■ o a 0 0 o S e 0 S o ? o m n 0 a o mt 42 0 o d d a N i F 5 0 i- „ 5 5 S e 5 5 5 5 g S a a i 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 3x6 FP= i 1-4-0 1 2-8-0 � 4 � 50 � 8.8-0 1 8-0-0 � 9-4-0 1 10-8-0 1 12-0-0 13-4-0 � 14-6-0 � 16-0-0 1 ,0 18-8-0 0-0-, -4-0 11- 1-4-0 1-4-0 1 --4-0 -4-1-40 1-4-0 1-4-0 1-4-0 1-4-0 1-40 1-4-0 1-40 1-4-0 1-4-0 1-40 1-4-0 1-4-0 1-4-0 1-3-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.03 Horz(TL) 0.00 21 n/a n/a Weight:112 lb FT=0%F,0 kE BCDL 5.0 Code IBC2012/TPI2007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). REACTIONS. All bearings 23-11-12. (Ib)- Max Gray All reactions 250 lb or less at joint(s)40,21,39,38,37,36,34,33,32,31,30,29,28,27,26, 25,24,23,22 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web), 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131”X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. ��`��D P R OF ess <c�\� � )NEF9 /°�'c 81.4G.40PE f OFi -7 ORE • °N. O-1 ty°0 soo °� Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 4 B ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mi t Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MiTek- building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the . 7777 Greenback Lane fabrication,storage.delivery,erection and bracing of trusses and truss systems.see ANSI/M1 Quality Criteria,DSB-89 and BCSI Building Component 7Suite777 re Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss I Truss Type Qty Ply POLYGON PL15-409 UPPER F08 FLOOR GIRDER 846042128 1 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:04 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-5w03clpkkrflYDKwJoeLW1 QDgZMV 1xCUhx327LyCcwn 1 2-0-0 1 016-1i 1 1-2-12 ?-Fr- Scale=1:42.9 3x4 II 3x4= 3x4= 3x6 = 3x4 = 3x4= 3x6 FP=3x4= 4x4= 1 2 1 _ 3 4 5 6 7 8 9 10 11 12 13 14 15 d Nlir \NU a a ::! jit 24 P3 22 21 2019 18 177 16 3x6= 3x5= 3x6 FP= 3x5= 3x5= 3x5 = 3x5 = 4x6= 3x4= I 23-6-12 25-2-0 23-6-12 2 Offsets(X,Y)— I1:Edge,0-1-81 a e 1-5-12 Plate LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.12 Vert(LL) 0.00 18 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.05 Vert(TL) -0.02 23-24 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.24 Horz(TL) 0.00 18 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:138 lb FT=0%F,0%E LUMBER- TOP CHORD 2x4 DF 2400F 2.OE(flat) BRACING- BOT CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc puffins, except WEBS 2x4 DF Stud/Std(flat) end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 23-8-4. (Ib)- Max Uplift All uplift 100 lb or less at joint(s)18 Max Gray All reactions 250 lb or less at joint(s)24 except 17=768(LC 1),17=768(LC 1),23=392(LC 3), 21=364(LC 3),20=363(LC 3),19=361(LC 3),18=296(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 16-25=377/0,25-26=377/0,15-26=-377/0,13-14=0/286 BOT CHORD 16-17=286/0 WEBS 14-17=579/0,14-16=0/474 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)272 lb down at 24-11-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). .° PR°RF ��� s LOAD CASE(S) Standard ��. �NG(NEFR 6> 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 2 Uniform Loads(plf) Vert:16-24=-8,1-14=-80,1415=180(F=100) 8 40PE 9 Concentrated Loads( 10 Vert:15=272(F(F ) -57,,,ORE . ,.. 0'Y„ R Y 12.20N\ O soot.), Digital Signature EXPIRATION DATE: 12-31-16 1 December 4,2015 I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MIF7473 rev.10/0312015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is.to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing �AL�T '` is always required for.stability and.to prevent:collapsewithpossible personal injury and property damage. For general guidance regarding the IMI�.l�RR fabrication,storage,delivery,erection and bracing of trusses and truss systems,see A91$1/7911 Qealtly Criteria,D311-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314 7777 Greenback Lane Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply I POLYGON R46042129 Ill PL154GABLE 09_UPPER F09 1Job Reference(optional) 7.530 s Jul 11 2014 MRek Industries,Inc.Thu Dec 03 14:38:05 2015 Page 1 Pacific Lumber&Truss Co., Beaverton,Oregon ID:c53KNt9S8dZANgLpvMEnZkyCd11-Z6aRpdgMV9ntAMv7tVV9a2EzPgzhTmRidwbobfoyCcwm Scale=1:14.0 1 2 3 4 5 6 7 16 e Q q O O N e 15 e e e < e e- e • • 14 13 12 11 10 9 8 8-0 X8-0 740 I 1-4-0 I 1- I 1-4-0�0 I 5-4-0 I 1-4-0 I 0-8-0 1-4-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (roc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.03 Horz(TL) 0.00 8 n/a n/a Weight:38 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TPI2007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. BOT CHORD 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.WEBS 2x4 DF Stud/Std(flat) OTHERS 2x4 DF Stud/Std(flat) BRACED AGAINST SS TO BE LLATERAL MOVEMENT(I.E.Y SHEATHED FROM ONE FACE OR EDIAGONAL WEB). REACTIONS. All bearings 7-4-0. (Ib)- Max Gray All reactions 250 lb or less at joint(s)14,8,13,12,11,10,9 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. '\<<- 0.0 P R()Fess ��5 tiNGINEF9 /o2 �� 8 .40PE yr yGOR /ON 6.. C3 0q RY i N4 tiO0 SOON Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 e �� ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. �� Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and a for an individual bulding component,not ,f a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate thu design into the overall -IGR _ building design.Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing 7777 Greenback Lane is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality CYBeda,056-89 and 6CSI Building Component 7777ite 109 CitruHeights.CA 95610 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Job Truss Truss Type Qty Ply POLYGON PL15409 UPPER F10 GABLE 846042130 1 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional') 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:05 2015 Page 1 ID:c53 KNt9S8dZANg LpvM EnZkyCd 11-Z6aRpdq MV9ntAMv7t VV9a2 EzPrrzh��S�m RhdwbobfoyCcwm IL1 1 2 3 4 5 6 Scale=1:12.8 — — — 7 14 0 0 N — — — — J e e e e e — 13 12 11 10 9 8 7 1-4-0 I 1-4-0 2-8-0 I 4-0-0 I 5-4-0 I 6-2-12 I 1-4-0 1-4-0 0-10-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Weft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Inc' YES WB 0.03 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight 33 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 6-2-12. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)12,7,11,10,9,8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. ���v) PR°FFss ��\co NGINEFiQ �0 2 8 .40PE 9r' a - ORE *N r.c:, C")y0 Vq RY 12 ZQ�C? O SOON Digital Signature 1 EXPIRATION DATE: 12-31-16 1 December 4,2015 4 mie. ®WARNING-Verify designer• rdy g parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M/F7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M7ek0 connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the binding designer must venty the applicability of design parameters and properly incorporate this design info the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always:required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the- � Bk� fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quay Criteria,DSB-B9 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042131 PL15-409_UPPER F11 Floor 8 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:06 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdll-1J8p1zr GTvkoWTJRDgpbSVYXMxCVmGn9FY8CEyCcwl 0-1-8 H I 1-8-12 1 1 1-6-8 1 2-0-0 1 Scale=1:38.0 3x4= 3x4= 3x4 II 4x4 = 3x4= 3x4= 3x6 FP= 3x5= AjiiiiiiH ..... aaY n..M. Y MAR 21 20 19 18 17 16 15 14 3x6= 3x6 FP= 3x5= 3x5= 3x6= 3x4= 4x6= 1 1-11-12 2-114 2-412 18 1 1-11-12 0.1-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.12 16-17 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.42 Vert(TL) -0.19 16-17 >999 360 BCLL 0.0 Rep Stress lncr NO WB 0.52 Horz(TL) 0.05 14 n/a n/a Weight:120 lb FT=0%F,0%E BCDL 5.0 Code 1BC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.18Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:18-20. REACTIONS. (lb/size) 14=856/0-2-12,20=1364/0-5-8 Max Gray 14=880(LC 4),20=1364(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/346,2-3=0/345,3-4=1381/0,4-5=1381/0,5-6=2237/0,6-7=2237/0,7-8=-2294/0,8-9=-2294/0, 9-10=2294/0,10-11=1556/0,11-12=1556/0 BOT CHORD 19-20=138/646,18-19=138/646,17-18=0/1900,16-17=0/2357,15-16=0/2017,14-15=0/881 WEBS 1-20=-484/0,12-14=1191/0,12-15=0/912,10-15=623/0,10-16=0/374,5-17=0/492,5-18=-737/0,3-18=0/1034, 3-20=1116/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)14. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)272 lb down at 0-2-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ���D P R OFFS LOAD CASE(S) Standard ��,�,5 ' ANG)N - s/��, 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 .40 P E t" Uniform Loads(plf) Vert:14-21=-8,1-13=80 # Concentrated Loads(Ib) 111 Vert:1=272(F) All. p -7 OREG. , oN. 04, Ciq RY V2-• �O Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 II Immo ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mil k Design valid for use only with Mnek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall M-Te building design.Bracing indicated is to prevent buckling of individual Inns web and/or chord members only.Additional temporary and permanent bracing y - is always'required for stability and to-preventcollapsewith possible personal injury and property damage.For general guidance regarding the ` 777TGre. Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 QuaBty Criteria,051-89 and ICS!Building Component Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15409_UPPER F12 FLOOR GIRDER R46042132 1 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s J0111 2014 MTek Industries,Inc.Thu Dec 03 14:38:07 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-W hCEJrc1 m1 bPg2V?wB28f2lEmKXEJawNvHikgyccwk 0-1-8 Hi 2=12 I ?-8-41 2-0-0 1 Scale=1:43.4 1.5x3 = 3x6 FP= 3x6 FP= 1.5x3 = 4x6 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Id l� m �► iik,HN Hh I� �- - bJ L / ` 4 26 cwr ` � Fig • 25 24 23 22 21 20 19 18 17 1.5x3 I I 4x6= 3x6 FP= 3x5= 3x5= 3x5= 3x5 = 3x4 = 1 1-5-12 1-�14 25-2-0 1-5-12 0-'1-8 23-6-12 I Plate Offsets(X,Y)-. F1:0-1-8,0-0-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) -0.09 20 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.22 Vert(TL) -0.15 19-20 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.14 Horz(TL) 0.04 17 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:167 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:24-25,23-24. REACTIONS. (lb/size) 17=622/Mechanical,24=2401/0-5-8 Max Gray 17=640(LC 4),24=2401(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/297,2-3=0/293,3-4=-839/24,4-5=-839/24,5-6=1707/0,6-7=1707/0, 7-8=1707/0,8-9=2057/0,9-10=2057/0,10-11=1891/0,11-12=1891/0, 12-13=1891/0,13-14=1210/0,14-15=1210/0 BOT CHORD 22-23=0/1327,21-22=0/1327,20-21=0/1933,19-20=0/2024,18-19=0/1603,17-18=0/668 WEBS 2-24=1393/0,1-24=-465/0,15-17=890/0,15-18=0/720,13-18=524/0,13-19=0/382, 8-21=-329/0,5-21=0/530,5-23=-678/0,3-23=0/857,3-24=709/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x6 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)272 lb down at 0-1-8,and 1230 lb �� 0 PROF Ss down at 1-8-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. Q' ' 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �,,Co• ANG I N € /Q LOAD CASE(S) Standard SGV "9 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 -.640P E t' Uniform Loads(plf) Vert:17-25=-5,1-2=150(F=100),2-16=-50 r Concentrated Loads(Ib) Vert:1=-272(F)2=-1230(F) y ORE ,.p 00y2L'1RY122° C? °° sooty ° Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 I I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE Mg-7473 rev.10/03/2015 BEFORE USE. NM. Design valid for use only with Wok®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek° --is always:required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the _ WRAC fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 QuaMy Criteria,DSI-89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042133 PL15-409_UPPER F13 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:08 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-zhFaSfsEn49S1gdiYeiHgtbubAh4zno3cZ1 FG7yCcwj I Ob-4 4x4—I 1-2-0 I I 0-8-7 .x4—I 1-2-0 1 1 0-6-1 I 1 2 3 4 5 4x4= 6 Scale=1:12.9 -.\____ i — 13 • 0 r. \ . I 4x4 = 12 11 10 9 8 4 4x4= x4= I 2-10.113-5-11 4.0-11 4-11-4 2-10-11 I 0-7-0 I 0-7-0 1 0-10-9 Plate Offsets(X,Y)— 12:0-1-8,Edcrel.14:0-1-8,Edoel,f5:0-1-8,Edael,f7:Edae,0-1-81,f10:0-1-8,Edoe1,112:Edoe,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.13 Vert(LL) -0.02 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.14 Vert(TL) -0.03 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 7 n/a n/a Weight:37 lb FT=0%F,0%EBCDL 5.0 Code IBC2012/TPI2007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-11-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12=209/Mechanical,7=204/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-12=-314/0,5-7=-306/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Bearing at joint(s)7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. co GNfi / ,... N9sp 2 � 9 D .4OPE f O ir ORE D. C'h.O Coq RY'12-O�� O SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 5 4 ma a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. * Design valid for use only with MTekx connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate the design into the overall . building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing _ e t is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage.delivery,erection and bracing of trusses and truss systems.see ANSI/TPI1 Quality Criteria,DSII-89 and SCSI Building Component Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-409_UPPER F15 FLOOR 1 1 R46042134 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:08 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-zhFaSfsEn49S1 gdiYeiHgtbskAfKzlQ3cZ1 FG7yCcwj I 0-6-4 I I 1-2-0 I I 0-8-7 I I 1-2-0 11 1-5-1 2-6-0 I I Scale=1:16.4 1.5x3 I I 4x4= 1.5x3 II 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4x4= 4 5 6 • 7 R 0 N • e • - n. e e 13 12 11 103x4= 1.5x3 II 9 8 1.5x3 II 4x4= 4x4= 3x4= 1 2-10-11 1 3-5-11 I 4-0-11 I 8-2-12 2-10-11 0-7-0 0-7-0 42-1 I Plate Offsets(X,Y)— f2:0-1-8,Edgel.13:0-1-8,Edge1.19:0-1-8,Edge1,f10:0-1-8,Edgel,113:Edae,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.32 Vert(LL) -0.03 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.32 Vert(TL) -0.06 8-9 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.23 Horz(TL) 0.00 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:49 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=356/Mechanical,8=356/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=380/0,4-5=380/0,5-6=380/0 BOT CHORD 9-10=0/380,8-9=0/353 WEBS 4-10=262/0,2-13=620/0,3-10=0/446,6-8=437/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. •\(QED PRQFFss ,S\' NGINFA) �p 2 8 94-OPE 1-- ' r -7 OR •N ro Oji O co. O RG'4RY 12-20� O SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 I I _ WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M147473 rev.10/03/2015 BEFORE USE. PAil_ Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �y a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall i building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Tet is always required for stability and to prevent collapse with possible personal injury and property damage.Fork'guidance regarding the ^s+' ' fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPil Quality Criteria,08-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Sure 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON 846042135 9 1 PL15-409_UPPER F76 FLOOR Job Reference(optional) ZA7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:09 2015 Page 1 Pacific Lumber&Truss Co., Beaverton,Oregon ID:c53KNt9S8dNgLpvMEnZkyCd11-Supyf?ttYOHJf Cu6LDWD472uaxoi5cDrDmopZyCLwi 0-1-8 HI 1-2-12 I P-e-11 2-0-0 1 Scale=1:42.6 4x5= 3x4= 3x4 II 3x4= 3x4= 3x4= 3x6 FP=3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 0 0 e e S e s_ d IA \ 2cd N / N / N / N 6 / 25e e. �I18 17 16 24 23 22 21 20 19 4x6= 4x6= 34 FP= 355= 3x5 = 3x5= 4x6= 3x4= I 25-2-0 I 1-5-12 0-i-4 23-6-12 1-5-12 o--B LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.21 19 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.56 Vert(TL) -0.33 18-19 >867 360 BCLL 0.0 Rep Stress Ina NO WB 0.68 Horz(TL) 0.07 16 n/a n/a Weight:136 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:22-23. REACTIONS. (lb/size) 16=1013/Mechanical,23=1450/0-5-8 Max Gray 16=1028(LC 4),23=1450(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-1=1350/0,4-5=1350/0,5-6=2679/0,6-7=2679/0,7-8=3209/0,8-9=3209/0,9-10=2943/0,10-11=2943/0, 11-12=2943/0,12-13=1881/0,13-14=1881/0 BOT CHORD 22-23=123/379,21-22=0/2105,20-21=0/2105,19-20=0/3036,18-19=0/3168,17-18=0/2504,16-17=0/1043 WEBS 14-16=1410/0,14-17=0/1132,12-17=842/0,12-18=0/593,9-18=304/0,7-19=0/256,7-20=-504/0,5-20=0/797, 5-22=1042/0,1-23=-399/0,3-22=0/1335,3-23=1100/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)272 lb down at 0-2-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �R0) P R OFF, ��\Cos 4, ^Y s/O29 LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 8 e40PE Uniform Loads(Of) Vert:16-24=-8,1-15=80 Concentrated Loads(lb) Vert:1=-272(F) y�OR /O.... �'h. �"'RY 2, C�nQi � (31° SOON Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 aI reer ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE. �� Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and b for an individual building component,not a buss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MiTek building design.Bracing indicated is to prevent buckling of individual tans web and/or chord members only.Additional temporary and permanent bracing 7777 iso always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/SPll QeaUty Criteria,DSB-89 and BCS(Building Component 7777ite 109 Citrueiatds,CA 95610 Safety information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Job Truss Truss Type Qty Ply POLYGON PL15-409_UPPER F17 Floor 16 1 R46042136 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(orstionall 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:10 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-w4NKsLuVJhPAG8n4g31111gDD HHRXbM3tWMLTycw Ch 6-7-4/ 2-6-0 I 0. 8 Scale=1:40.7 4x6— 3x4= 3x4= 3x4 = 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 a,.. 2 e N 21 N / N : • N .i 20 TA 19 18 17 16 15 14 13 4x4 = 4x8= 3x6 FP= 3x5= 3x5= 4x6= 3x4= 0-1-823-11-12 23-10-4 I Plate Offsets(X,Y)- 119:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.22 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.36 15-16 >783 360 BCLL 0.0 Rep Stress Ina YES WB 0.76 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:120 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=1043/0-5-4,19=1043/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1581/0,3-4=1581/0,4-5=-3040/0,5-6=3040/0,6-7=3266/0,7-8=-3266/0,8-9=2265/0,9-10=2265/0, 10-11=2265/0 BOT CHORD 18-19=0/377,17-18=0/2450,16-17=0/2450,15-16=0/3294,14-15=0/2907,13-14=0/1291 WEBS 11-13=1600/0,11-14=0/1207,8-14=796/0,8-15=0/444,6-16=314/0,4-16=0/731,4-18=1077/0,2-18=0/1492, 2-19=1125/0 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. �`�WI) PR©Fess �,\� �NG�N�F9 ve 2 8 .4QPE 9r O -1 ORE •N r.. O'y2�'gRY t2 24�C? O� SOONO Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 i i iffl__ WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MI47473 see.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possiblepersonotinjury and property dtiMage.>For,generalguidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1811 Qua61y Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Sulu 109 Cams Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R48042137 PL15-409_UPPER F18 FLOOR 3 1 Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:11 2015 Page 1 Pacific Lumber&Truss Co., Beaverton,Oregon ID:c53KNt9S8dZANgLpvMEnZkyCdl1-0Gxi4hu74?X1 uHMGEmG_IVDO3NdA_iWIXFvtSyCcwg 0-1-8 Rik13 2-6-0 I Scale=140,1 6x6= 3x4 = 3x4= 3x4= 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12e e ° - 20 I 6 I d N N 7,' e e O 19 18 17 16 15 14 13 6x6= qxg= 3x6 FP= 3x5= 3x5= 4x6= 3x4= 23-8-0 I 23-8-0 Plate Offsets(X,Y)— 119:Edge,0-1-81.119:0-1-8,0-0-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Weft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.21 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.53 Vert(TL) -0.35 15-16 >803 360 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.07 13 n/a n/a Weight:120 lb FT=0 hF,0%E BCDL 5.0 Code IBC2012/TPI2007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=1032/Mechanical,19=1027/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1461/0,34=-1461/0,4-5=-2950/0,5-6=2950/0,6-7=3206/0,7-8=3206/0,8-9=2235/0,9-10=2235/0, 10-11=-2235/0 BOT CHORD 17-18=0/2345,16-17=0/2345,15-16=0/3219,14-15=0/2862,13-14=0/1276 WEBS 11-13=1581/0,11-14=0/1188,8-14=-777/0,8-15=0/426,6-16=333/0,4-16=0/750,4-18=-1095/0,2-18=0/1511, 2-19=1125/0 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Refer to girder(s)for truss to truss connections. 3)Bearing at joint(s)19 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. ��4p P R OFF0- ��\� �NG)NEF9 /0*9 ' . : 640P f �' y ...ORE o 41011, o� C�,y �1RY 12 OO SOON O Digital Signature t EXPIRATION DATE:12-31-16 December 4,2015 1 4 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 5111-7473 rev.10/03/1015 BEFORE USE. �- Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual inns web and/or chord members only.Additional temporary and permanent bracing MlTek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII QuaBly Criteria,DSB-89 and BCSI Building Component 7777 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 (Job (Truss (Truss Type Qty Ply I POLYGON PLis-409 UPPER F19 FLOOR GIRDER R48042135 2 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek I D:c53KNt9S8dZANgLpvMEnZkyCd 11 sSVSH Industries,vlrJfu W RxTn U nDrjlbsn27vZN1X B?TPuyCcwF 0-1-8 Hi 1-8-12 I I 2-2-0 1 2-6-0 I Scale=1:38.5 1.5x3 = 3x6 FP= 1.5x3 = 5x6 II 3x6 FP= 2 3 4 5 6 7 4x6 II e e, 9 9 10 11 12 a 4 7., _ N. Z 20 9 Its I� 19 18 17 16 1.5x3 I I 3x6 FP= 15 14 13 3x8= 3x5= 3x4 = 1 1-11-12 2-114 1-11-12 0-1-8 22-4-12 Plate Offsets(X,Y)— 11:0-1.8,0-0-81 20-3-8 I LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) U99fl 80 PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.12 Vert(LL) -0.05 15 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.09 15-16 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.Y3 BCDL 5.0 Code IBC2012/TP12007 Horz(TL) 0.00 n/a n/a (Matrix) Weight:143 lb FT=0%F,0%E LUMBER- TOP CHORD 2x4 DF 2400F 2.0E(flat) BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400E 2.OE(flat) WEBS 2x4 DF No.1&Btr(flat) end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 13=811/0-5-8,18=3148/0-5-8 Max Horz 13=-1594(LC 4),18=1594(LC 4) Max Gray 13=868(LC 4),18=3148(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/829,2-3=0/828,34=-1649/154,45=-1649/154,5-6=-1649/154,6-7=2380/0, 7-8=2380/0,8-9=1842/0,9-10=1842/0,10-11=1842/0 BOT CHORD 17-18=1035/0,16-17=1035/0,15-16=0/575,14-15=0/749,13-14=-501/163 WEBS 2-18=1533/0,1-18=1113/0,11-13=1338/0,11-14=0/917,8-14=519/1,6-15=0/360, 6-16=-731/0,3-16=0/1140,3-18=1355/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x6 MT20 unless otherwise indicated. 3)Non Standard bearing condition. Review required. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)608 lb down at 0-1-8,and 1200 lb down at 2-3-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. . <T' PRpFFs 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). •��\� ANG)NEF9 dj0 LOAD CASE(S) Standard 2 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 MP 0 P E 91' Uniform Loads(plf) 8/ Vert:13-19=-8,1-2=180(F=100),2-12=-80 Concentrated Loads(Ib) Vert:1=608(F)2=1200(F) 9 ORE,N r.. 0'yp G'9 RY 12?O�t ? SOON Digital Signature EXPIRATION DATE: 12-31-16 4 December 4,2015 ®WARNING-V design I ede 9 Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCEhown, PAGE MII-7473 rev. al building component,not a truss system.Before use,the building designer must verily the applicability of design parameters and properly incorporate the design into the overall far building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing �L is always required for stability and to prevent collapse with possible personal injury and property.damage. For general guidance regarding the MiTek' fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/0Pl1 Qualify Criteria,DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane ` Suite 109 Citrus Heights,CA 95610 ITruss Type Qty Ply POLYGON Job rues R46042139 Floor Supported Gable 1 1 PL15-409_UPPER F20 Job Reference(optional) 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:12 2015 Page 1 Pacific Lumber&Truss Co., Beaverton,Oregon ID:c53KNt9S8dZANgLpvMEnZkyCd11-sSV5H1vIrJfuVVRxTnUnDrjlcun45vcQfXB?TPuyCLwf Scale=1:18.7 7 8 9 10 5 6 2 3 4 J o 0 0 0 0 d N O d N r O O O ? Bi 20 19 18 17 16 15 14 13 12 11 11-4-8 I 11-48 11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.03 Horz(TL) 0.00 11 n/a, n/a Weight:55 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TPI2007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 DF No.1&Btr(flat) BOT CHORD Rigid rtiadirectly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std(flat) OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). REACTIONS. All bearings 11-4-8. (Ib)- Max Gray All reactions 250 lb or less at joint(s)20,11,19,18,17,16,15,14,13,12 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �� 8 •40PE 9f 9 OR SON0 O �� .y��gRYj22 � � �° SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 / 8 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MB-7473 mv.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use.the bulging designer must verify the applicability of design parameters and properly incorporate this design into the overall SIT@k� building design.Bracing indicated i to prevent buckling of individual truss web and/or chord.members only.Additional temporary and permanent bracing is always required for stability and to prevent colkipse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane Suite 09 fabrication.storage,delivery,erection and bracing of trusses and truss systems,see ANSI/f%1 Qualify Criteria,058-89 and 8CS1 Building Component Citrus CA 95610 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Job Truss Truss Type Qty Ply POLYGON PL15-409_UPPER F21 Floor 3 1 R48042140 Pacific Lumber 8 Truss Co., Beaverton,Oregon Job Reference(or tionah 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:13 2015 Page 1 I D:c53KNt9S8dZANgLpvM EnZkyCd I1-Kf3T V NwNccol7bW fLBISNwIkjBQZe3 VpmrkOy KyCrwe 1.5xi t10-7-12 I 2-6-0 1)5x3 I I 1 2 4x4= 3 Scale=1:13.0 J j L N 5 4 4x4= 3x4= 001 3-4-12 0-1-3 3-3-4 Plate Offsets(X,Y)— 15:Edoe,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) i/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.06 Vert(TL) -0.02 4-5 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:21 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-4-12 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=144/0-1-8,5=144/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4,5. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 0.0 ��� �N GiNEFR v0 .40PE 9f OF 0 -7 ORE +.OW . 0 'iV,i 1 Z- , to �OSOONO Digital Signature ` EXPIRATION DATE: 12-31-16 J December 4,2015 44 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and'a for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse withpossible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality CrNeria,OSB-B9 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus HeiOMs,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042141 PL15-409_UPPER F22 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:13 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-Kf3TVNwNccol7bWfLBISNwIkeBNge npmrkOyKyCcwe 1 1-3-12 1 2-6-0 I Scale=1:24.9 1.5x3 II 3x4 = 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 3 4 5 6 7 1 U 2 _ 0_4111 d .7144 - N N tj 9 1 10 3x5= 3x4= 3xx 4= 3x5= 0-�B 14-3-12 0-11-188 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.24 Vert(TL) -0.08 8-9 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.35 Horz(TL) 0.02 8 n/a n/a Weight:72 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=624/0-2-8,11=624/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=977/0,3-4=977/0,4-5=1120/0,5-6=1120/0 BOT CHORD 10-11=0/427,9-10=0/1189,8-9=0/719 WEBS 6-8=891/0,6-9=0/497,4-10=264/0,2-10=0/682,2-11=721/0 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8,11. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. D PROF-4. ��c,� AGN F9 SA-. .� 8 .40 P E �r OP y ORE ,.. 04, RY12• .� °° SOON Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 — I ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MA-7473 rev.10/03/2015 BEFORE USE. mit„ Design valid for use only with MiTele connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only.Additional temporary and permanent bracing Mk is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/TPI1 QuaAry Criteria,DSI-89 and!SCSI loading Component Safety Informaton available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Clens Heights,CA 95610 I.Job Truss Truss Type Qty Ply POLYGON PL15-409 UPPER F23 Floor 846042142 7 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 5 Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:14 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11 ordriix?NwwdlSrwphw8rul bgwNOAy_VUZUmyCcwd ��1 2-6-0 1 0-18 Scale=1:36.6 4x4= 3x4= 3x4= 3x4= 3x6 FP= 3x5= 1 2 3 4 5 e e 6 7 8 9 10 71 e ee e, 20 e ,-7 N N .l O 7 N • V z 'N- 19 18 17 16 15 12 14 13 4x5= 3x6 FP=3x6= 3x5= 3x8 = 12 3x4= I 21-6-12 Plate Offsets(X,Y)— 11:Edge,0-1-8) 21-6-12I LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.15 14 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.43 Vert(TL) -0.25 14-15 >999 360 BCLL 0.0 Rep Stress Incl YES WB 0.53 Horz(TL) 0.06 12 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:110 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) WEBS 2x4 DF Stud/Std(flat) end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 18=937/0-2-12,12=937/0-5-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-18=949/0,1-2=414/0,2-3=414/0,3-4=2170/0,45=2170/0,5-6=2686/0,6-7=2686/0,7-8=1975/0, 8-9=1975/0,9-10=1975/0 BOT CHORD 16-17=0/1437,15-16=0/1437,14-15=0/2569,13-14=0/2472,12-13=0/1146 WEBS 10-12=1420/0,10-13=0/1027,7-13=616/0,7-14=0/264,5-15=495/0,3-15=0/908,3-17=1267/0,1-17=0/1042 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)18. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. m,\o tNG)NE�i2 "v ,.40PE f 9 OREGti 1 1.11:.c> O'..,—, 12-.1' \-0. O SOON Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 __ I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M/47473 rev.10/03/2015 BEFORE USE. Design valid for use only with M7ekm connectors.This design is based only upon parameters shown,and is for an individual building component,not " a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always:required for stability and to prevent collapse:with possible personal injury and property damage.For general guidance regarding the _ I! �R fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/T911 Quality Criteria,D5B-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane Clrus Heights,CA 95610 Job Trusse Qty 1 Type Qty Ply POLYGON R46042143 G PLI5-409_UPPER F24 Job Reference(4Dtionall 7.530 s Jul 11 2014 Mtrek Industries,Inc.Thu Dec 03 14:38:15 2015 Page 1 Pacific Lumber&Truss Co., Beaverton,Oregon ID:c53KNt9S8dZANgLpvMEnZkyCd11-G1ADw2yd8E2TNvf2TcKwSLN69?6p6zB5D9D70DyCcwc 0-/6 Scale=1:33.5 3x6 FP= 3 4 5 6 7 8 11111121314 12 3I • . 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 3x6 FP= 1 . , -4. 1 .• . 1�0 1�t 1 .0 o-:r 1 .. 1�r �r . . r 17-4-0 1: :. 0-.0 . . 1-4-01-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 0-4-1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) 0 n/a 19 n/a- n/a 99 9 BCLL 0.0 Rep Stress Ina YES WB 0.03 Horz(TL) Weight 97 lb FT=0%F,0%EBCDL 5.0 Code IBC2012JTPI2007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceilindirectly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std(flat) OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 20-4-12. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Uplift All uplift 100 lb or less at joint(s)19 Max Gray All reactions 250 lb or less at joint(s)36,19,35,34,33,32,31,30,29,28,27,26,25,23,22, 21,20 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. `�¢Ep PR()Fe,• s wc\� �GjNEF9 /o29 cc 8 B40PE c Air cb y ORE •NQN. 0y�(.4gRY12 °� SOON ° Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 I 4 mit ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Wield)connectors.This design is based only upon parameters shown,and u for an individual building coponent.not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design gn into the overall �, � ,. building design.Bracing indicated is to prevent buckling of individual truss web and/or hard members nly.rw gdedittiion ralgl temporary and permanent the Hent bracing 7777 Greenback Lane is always required for stability and to prevent collapse with possible personal injury propertydamage. fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1PI1 Quahly Criteria,051-89 and ICS!Building Component Suite 109 CA 95610 Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Job Truss Truss Type Qty Ply POLYGON PL15-409_UPPER F25 GABLE 1 1 R46042144 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Ju111 2014 MTek Industries,Inc.Thu Dec 03 14:38:15 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-G1ADw2yd8E2TNvf2TcKwSLNSL?6k6zA5D9D70DyCcwc 0-1H8 Scale=1:35.4 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 d 38 d(4.1 A 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 3x6 FP= 1 • :r • r r 5-4-0 .8-0 8-0-, 9-4-0 I 10-8-0 1 12-0-0 i 13-4-0 1 14-8-0 1 16-0-0 i 17-4-0 I 18-8-0 1 20-0-0 1 21-6-12 1 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-6-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.10 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WE 0.03 Horz(TL) 0.00 19 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:100 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 21-6-12. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)36,19,35,34,33,31,30,29,28,27,26,25,24,23,22, 21,20 FORCES. (Ib)-Max.Comp./Max.Ten.-All fames 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10c1(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. ` c 3 PR()Fess ,.5 �NGINEF6) �0 c4./ 2 8 •,4-OPE vt- 1 A dr y ORE .r. O'yO�gRY12.' „\.-\? O SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 $ __le 1 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not " a buss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building.design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing isalwaysrequired for stability and=to prevent collapse with possible personal injury and property damage. For general guidance regarding the "-y-•� . - fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualtly Criteria,DSA-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042145 PL15-409 UPPER F26 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:16 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-kEkb70yGvXAK_3EEOJr9?ZwDXOKOrFJFSpzgYfyCcwb o- 8 I 1-0-4 1 2-6-0 i Scale=1:41.5 4x6= 3x4= 3x4 = 3x4= 3x6 FP= 4x5= 7 8 9 10 11 12 1 2 3 4 5 6 g _ - a g = 21 04 20 15 14 13 19 18 17 16 4x6= 3x4= 3x4= 4x8= 3x6 FP= 3x5= 3x5= 1.5x3 SP= II 24-4-12 i 0-'I 8 24-3-4 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.23 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.56 Vert(TL) -0.39 15-16 >748 360 BCLL 0.0 Rep Stress Inc( YES WB 0.74 Horz(TL) 0.08 13 n/a n/a Weight:122 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=1062/0-5-4,19=1062/0-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=1782/0,34=1782/0,4-5=3190/0,5-6=-3190/0,6-7=3366/0,7-8=3366/0,8-9=-2315/0,9-10=2315/0, 10-11=2315/0 BOT CHORD 18-19=0/600,17-18=0/2626,16-17=0/2626,15-16=0/3419,14-15=0/2982,13-14=0/1316 WEBS 11-13=1631/0,11-14=0/1238,8-14=_827/0,8-15=0/475,6-16=283/0,4-16=0/699,4-18=-1045/0,2-18=0/1464, 2-19=1200/0 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)19. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. Cc : r 640 P E -.7_ 1111, or Co' ORE woo X15, l✓ARYi2•2 �� �� SOON O Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIr-7473 rev.1010312015 BEFORE USE. g Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the bulding designer must verity the applicability of design parameters and properly incorporate this designminto the overall Mi B��* building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Ti ._,i----i,„ is always required for stability and to prevent collapse-with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Qualty Criteria,DSB-89 and ICSI Building Component Sude 109 Safety Informatton available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15409 UPPER F27 Floor 846042146 2 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries.Inc.Thu Dec 03 14:38:17 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11 DQIzLkzugrAcCpQa1NOYmTQ9oIBaprOgSE55yCcwa 1-7-4 I 2-3-0 I 01115 Scale=1:23.3 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 1.5x3 = 3x4= 1.5x3 II 1.5x3 = 2 1 3 3x4= 4 5 0 6 7 • z 13 a —_ 0 N O O N 0 12 1 10 3x4= 9 3x5= 3x5 = 3x4= I 13-5-12 13-5-12I LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in floc) Vdefl Lid TCLL 40.0 Plates Increase 1.00 TC 0.14 ( ) PLATES GRIP TCDL 10.0 Lumber Increase 1.00 BC 0.20 Vert(LL)Vert(T -0.06 8-9-0 >999 480 MT20 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(T) -0.061 >999/a n/a BCDL 5.0 Code IBC2012/TP12007 HorzCR) 0.01 8 n/a n/a (Matrix) Weight:70 lb FT=0%F,0%E LUMBER- TOP CHORD 2x4 DF No.1&Btr(flat) BRACING- BOT CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except WEBS 2x4 DF Stud/Std(flat) end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=582/0-5-4,11=582/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-888/0,3-4=-888/0,4-5=958/0,5-6=958/0 BOT CHORD 10-11=0/463,9-10=0/1038,8-9=0/608 WEBS 6-8=783/0,6-9=0/450,2-10=0/546,2-11=697/0 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)CAUTION,Do not erect truss backwards. ���ED PROFFss (.g:t-,,.... �... ENGINEER �O 8 ,4: E%-2 '40PE r dr A 9 ORE tilir e O/y„ ARY 12• -\.? 00 SOON O Digital Signature EXPIRATION DATE: 12-31-16 ,) + December 4,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. I Design valid for use only with Mnek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a " a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall .bulding design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only..Additional temporary and permanent bracing M 'isalwaysrequired for stability and to prevent collapse with possible personal injury and property damage.For generalguidance regarding`the ITek� fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TPN Qualify Criteria,DSS-89 and SCSI Building Component Safety Informohen available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane Sule 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042147 F28 FLOOR SUPPORTED GABL 24 1 PL15-409 UPPER Job Reference(notional) 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:17 2015 Page 1 Pacific LumberBTruss Co., Beaverton,Oregon ID:c53KNt9S8dZANgLpvMEnZkyCd11-DQIzLkzugrlACCpQa1 NOYmTSUo0GatAOgSiE55yCcwa I 1-0-8 1.5x3 II Scale=1:13.2 1 3x4= 2 L N 1.5x3 II 3x4= 1-3-8 03 1-3-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP 480 MT20 220/195 TCLL 40.0 Plates Increase 1.00 TC 0.06 Vert(LL) 0.00 4 >999 360 TCLL 10.0 Lumber Increase Incr 1.00 BWB 0.00 Horz(TL) -000 3 n/a n/a BCLL 5.0 Rep Stress 12/ YES Weight 11 lb FT=0%F,0%E BCDL 5.0 Code IBC2012lfPI2007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-8 oc purlins, except end verticals. BOT CHORD 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiliag directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std(flat) REACTIONS. (lb/size) 4=64/1-3-11,3=64/1-3-11,3=64/1-3-11 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <<--`` PRQfe C� NG}N�F19 /p2� 8 a4-OPE v 01-v ORE •N ,411/ o O C�,y�'�q RY 4 9 `L C�� OO SOON O Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 r ..r i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design void for use only with Miele connectors.This design is based only upon parameters shown,anduP n individual building component.not ��Te - a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated'is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing - 7777 Greenback Lane is always required for stability-andtoprevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/fPI1 Qualily Criteria,DSB-89 and BCS Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15409 UPPER F30 FLOOR SUPPORTED GABL 1 1 846042148 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(Optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:17 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-DQIzLkzugrlAcCpQa1 NOYmTS7ooLatAOgSiE55yCclva 1.5x3 II 1 4x4= 2 Scale=1:13.3 L , t - 4 3 1.5x3 I I 4x4 = 0-9-12 • Plate Offsets(X,V)- (1:Edge,0-1-81,13:Edge,0-1-81 044 as t2 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.02 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:9 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 0-9-12 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=38/0-10-0,3=38/0-10-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ,-,Ea PR p `' co�N NGINEF /0 2 : r640PE41111, • y ORE et, I 0'y0&'gRY 12?O, SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 __lil WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �„ a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage..For general guidance regarding:the MITP+k. fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP17 Quaint Criteria,058-89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heiohts.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042149 PL15409 UPPER F31 FLOOR SUPPORTED GABL 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:18 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-hc5MY4_WR9Q1 EMOd8kud4_?dEC7VJKQYv6SndYyCcwZ 1-0-8 1.5x3 II 1 3x4= 2 Scale=1:13.2 0 0 1.5x3 II 3x4 p 1-3-8 0-0'-3 1-3-6 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 Vert(LL) 0.00 4 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Ina- YES WB 0.00 Horz(TL) -0.00 3 n/a n/a Weight:11 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-8 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=64/1-3-11,3=64/1-3-11,3=64/1-3-11 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��Ep PROFES ���\�<ANG)NEF9 s/&* 8 +40PE -vORE Zo�.oC? °yAsooN °� Digital Signature C EXPIRATION DATE: 12-31-16 December 4,2015 e 1 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MI1-7473 rev.10/0312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,andnP n individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MiTek' bulding design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent colkspse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1P11 QuaGly Criteria,051-89 and SCSI Building Component Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights CA 95610 Job Truss Truss Type qty Ply POLYGON PL15-409_UPPER F32 Floor Supported Gable 1 1 R46042150 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(ODtiona,) 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:18 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-hcsMY4 WR9Q1EMOd8kud4_?dLC7VJKuYv6SndYyCcwZ 1 2 3 4 Scale=1:13.0 — _ L 0 N L 8 7 6 5 I 3-7-0 3-7-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Inc( YES WB 0.03 Horz(TL) 0.00 5 n/a Na BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-7-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) REACTIONS. All bearings 3-7-0. TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (lb)- Max Gray All reactions 250 lb or less at joint(s)8,5,7,6 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. -\(CEO PROre ss s,\o ANG I NEFq ju 2 .40PE fir Age or ":7,,,_ORE r.. may,�g RY 12-(k) 0. O SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 I 4416 __ i WARNING-Verify design parameters end READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall B��8'B' building design. Bracing indicated u to prevent buckling of individual truss web.and/or chord members only.Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property'damage.Por general guidance regarding the a Il ' fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Qualify Criteria,DS8-89 and BCSI Building Component 7777 Greenback Lane --- Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042151 PL15-409_UPPER F33 FLOOR SUPPORTED GABL 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:18 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdI1-hcsMY4_WR9Q1 EMOd8kud4_?ctC7RJKQYv6SndYyCcwZ I 14-0 1.5x3 II 1 3x4= 2 Scale=1:13.2 d O N .♦♦.♦.♦.♦♦...♦.♦♦ .. • • •• 1.5x3 II 3x4= 1-7-0 I 0-A-2 1-7-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.10 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 n/a n/a Weight:12 lb FT=0%F,0%EBCDL 5.0 Code IBC2012fTPI2007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-7-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=80/1-7-2,3=80/1-7-2,3=80/1-7-2 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��,W© P R()Fes <c. �cNG)NEFR s/0* $ .40PE r y,,,OR 'O Z 2J l GgRY i yoo soot ,...,N-\ Digital Signature EXPIRATION DATE: 12-31-16 ) December 4,2015 II 1 .14 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. le r Design valid for use only with MiTeki connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this designminto the overall MTek` building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quaity Crileda.DSI-89 and BCSI Banding Component Suite 109 Safety Informa ion available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-409_UPPER F34 FLOOR SUPPORTED GABL 1 1 846042152 I Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:19 2015 Page 1 I D:c53KNt9S8dZANg LpvMEnZky Cdl1-9pQktQ?8C SYurWzpiS Psd BYoncTg2ngh8m BK9yCcwY 7x10 II 1 2 Scale=1:13.3 l 0 0 N 4 3 7x10 II 0.7-4 1 Plate Offsets(X.Y)— Li:Edae,0-1-81,f4:Edae,0-1-812 a7� LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc I/defl Lid TCLL 40.0 Plates Increase 1.00 TC 0.01 Vert(LL) n/a n/a 999 PLATES GRIP TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) n/a n/a 999 MT20 220/195 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:9 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 0-7-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=26/0-7-6,3=26/0-7-6 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <iED PROFFss ��\� 0NG6NEFR �0 2 8 .4OPE 9_ 9 OR •N r.� O".74^. Y i 2•ZO�� O SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 __NM 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing �/T is always required for stability and to prevent collapse with possible personal injury and propertydamage. For general guidance regarding the MiTek" � fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/M11 Qualify Criteria,DSB-89 and BCSI Building Component Suite 109 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job (Truss Truss Type (Qty Ply POLYGON R46042153 FLOOR SUPPORTED GABL 3 1 PL15d09_UPPER F36 Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:19 2015 Page 1 Pacific Lumber&Tress Co., Beaverton,Oregon ID:c53KNt9S8dZANgLpvMEnZkyCd11-9pQkIQ?BCSYurWzptSPsdBYntcTk2ngh8mBK9yCcwY I 1-1-4 1.15x3 I I Scale=1:13.2 1 3x4= 2 1.5x3 II 3x4= 1-4-4 I 0-J-2 1-4-4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a Weight:11 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-4-4 oc purlins, except end verticals. BOT CHORD 2x4 DF Stud/Std(flat) t) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std(flat) REACTIONS. (lb/size) 4=68/1-4-6,3=68/1-4-6,3=68/1-46 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4. ' P R OFFss C, 19 �NGINEF19 gyp* -57 t .40PE Or 41011, c) -v ORE ip i o,. C1/2'- °" RY122 \CI ° soot ‘ Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 ' Immo 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/0312015 BEFORE USE. 11111 1 Design valid for use only wi}h MiTek®connectors.This design is based only upon parametersshown,and is for an individual building component,not aD truss system.Before use,the bulding designer must verify the applicability of design parameters and property incorporate this design into the overall �'���.. building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional dditionguidance regarding the and permanent bracing 7777 Greenback Lane is always required for stability and to prevent collapse with possible personal.injury and propertydamage, fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/tPit QuaBly Crteria,DSB-89 and SCSI Building Component 7777 reenba CA 95610 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Job TrussITrussType Qty Ply POLYGON PL15-409_UPPER F38 1 Floor Supported Gable 846042154 2 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:20 2015 Page 1 ID:c53KNt9S8dZANg LpvM EnZkyCd11-d?_6zm?mzmg1TO9F9w59P5zpOp_n DwrN QxuhQyCcwX I 1-0-0 11553 II 1 3x4= 2 Scale=1:13,2 0 d, N • ••+•• +#• 1.5x3 II 3x4= 1-3-0 1-3-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc I/defl Ud TCLL 40.0 Plates Increase 1.00 ) PLATES GRIP TC 0.05 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Inc( YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight 11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.t&Btr(flat) BRACING- TOP CHORD Structural wood sheathing directly applied or 1-3-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) WEBS 2x4 DF Stud/Std(flat) end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=62/1-3-0,3=62/1-3-0,3=62/1-3-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <c=s PROFFss ���-� ANGINF- /0 2 te ct 8'OPE r' i -57 ORE`N t.. 04, RY 12.200 O SOON Digital Signature EXPIRATION DATE: 12-31-16 J 4 December 4,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1 a Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building.component.not ` building design.Bracing indicated is prevent ent bucklinner must g f individual the ltruss web anty of d/nor chord memberarameters and�onpy.Additional incorporatethisdesign into the overall is always required for.stability and.to prevent:collopse:with possible:personal injury and properly temporarye and permanent bracing A l[iT If' , e p petty damage. For general guidance regarding the 7777 Breenb fabrication,storage,delivery,erection and bracing of trusses and buss systems,see gNSI/TPI7 Quality GBeda,DSB-69 and BCSI Building Component Safety lnformalion available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Greenback Lane "" Suite 109 Citrus Heights,CA 95610 IJob Truss Truss Type Qty Ply POLYGON R46042155 Floor Supported Gable 1 1 PL15-409_UPPER F50Job Reference(optional) 7.530 s Jul 11 2014 WelkIndustries,Inc.Thu Dec 03 14:3820 2015 Page 1 Pacific Lumber 8 Truss Co., Beaverton,Oregon ID:C53KNt9S6dZANgLpvMErEkyCd11-d?_6zm?mzmg1TgY?F9w59P5yznpunDwrNQxuhQyCcwX I 1-5-0 1.5x3 II Scale=1:13.2 1 3x4= 2 L 0 0c O N N 1.5x3 II 3x4= I 1-8-0 I 1-8-0 CSI. DEFL. in (loc) 1/defl lid PLATES GRIP LOADING(psf) SPACING- 2-0-0 ."." 480 MT20 220/195 TCLL 400.0.0 Plates Increase 1.00 TC 0.11 Vert(LL) 0.00 4 >999 360 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 3-4 BCLL 5.0 Rep Stress lncrYES WB 0.00 Horz(TL) -0.00 3 n/a n/a Weight 12 lb FT=0%F,0%E BCDL 5.0 Code IBC2012112/TPI2007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-8-0 oc purlins, except end verticals. BOT CHORD 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std(flat) REACTIONS. (lb/size) 4=85/1-8-0,3=85/1-8-0,3=85/1-8-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. co xyGIN E E• Wo 4cIt t.40PE 9c" 411e10 y ORE 1 0h.O&q RY i 2 OAC? O SOON Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. x Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not Wel(' a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members oni Additional temporary and regarding e permanent bracing T77T Greenback Lane is always required for stability and to prevent collapse with possible personal injury andproperty damage. generalSuite 109 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,D58-89 and SCSI Building Component 7777Citrureenba CA 95610 Safety Informaiion available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria,VA 22314. Job Truss Truss Type Qty Ply POLYGON PL15-409_UPPER F51 Floor Supported Gable 1 1 848042156 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc Thu Dec 03 14:38:20 2015 Page 1 I D:c53KNt9S8dZANgLpvM EnZkyCd11-d?_6zm?mzmglTgY?F9w59P5ziOpznDwrNQxuh QyCcwX I 1-0-12 1.15x3 I I 1 3x4= 2 Scale=1:13.2 0 G . 0 N N • 1.5x3 II 3x4= I 1-3-12 1-3-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 Vert(LL) 0.00 4 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight 11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-12 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=65/1-3-12,3=65/1-3-12,3=65/1-3-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(Le.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <0F'Eo PROFFss <c�\� 0.4G NEF9 /0 2 8 '40PE vt' OP9 ORE oN r.cz, �-7,-% Z � Y O� 0 800N Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 B d t WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the bulding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is alwoysrequired-for stability and.topreventcollopse with possible personal injury and property damage. For general guidance regarding the _ ��p+� __-fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI P11 Qu " "`'' Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite D5B-89 and BCSI Building Component 7777 Greenback Lane - Sui[e 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042157 PL15-409_UPPER F53 Floor Supported Gable 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon7.530 s Jul 11 2014 Mitek Industries,Inc.Thu Dec 03 14:38:21 2015 Page 1 I D:c53KNt9S8dZAN gLpvM EnZkyCd11-SBYUA600k4oc5g7BptRKicd80PPGMA_b4g REsyCcwW 1.5x3 II Scale=1:13.3 1 4x4= 2 1 L N 4 3 1.5x3 I I 4x4= I 0-11-0 I 0-11-0 Plate Offsets(X,Y)— 11:Edoe,0-1-81,f3:Edge.0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.03 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a Weight:10 lb FT=0%F,0%EBCDL 5.0 Code IBC2012/rP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 0-11-0 oc puriins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=44/0-11-0,3=44/0-11-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing. • 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��,¢Ep PROpen ,v GIN /&?/ _478 ,40PE 11- / , - ORE et 6., C? 0yOr.% (.‘.\ Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 4 .� 1 a WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. we ' Design valid for use only with MiTek0 connectors.This design is based only upon parameters shown,and is for an individual buildingm coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 7777 Greenback Lane is always required for stability and to prevent collapse with possible personal injury and properly damage.#orgeneral guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSI/TPII Quafty Criteria,DSB-89 and ICS!Building Component Cerus Heights.CA 95610 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Job Truss Truss Type Qty Ply POLYGON PL15-409 UPPER F54 Floor Supported Gable 1 1 846042158 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:21 2015 Page 1 I D:c53KNt9S8dZANgLpvMEnZkyC d11-SBYUA600k4oc5g7 BptRKicd8AP9 H WgA_b4gREsyCcw W 1.5x3 II 1 4x4 = 2 Scale=1:13.3 L 1 \ O N 4 3 1.5x3 II 4x4= 1 0-9-0 1 Plate Offsets WO— 11:Edge,0-1-81,13:Edoe,0-1-81 o s-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.02 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:9 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 0-9-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=34/0-9-0,3=34/0-9-0 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ,Eo PR°FFss��� GINEE /��\ NtR � 2 r640PE �r- 110, e -7 dir ORE I.C) 0,S,OGqRY12 `LO C? O SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 6 N=1•111 4 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/032015 BEFORE USE Designvalid efonly with hMTekO connectors.This verifgn y is baseonly uponfd sign arars eand iso forean individualChild design not + a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated o to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing /�/� ..is always required for stabilifynnd to prevent collapse with possible personal injury and property damage. For general guidance regarding the:. a*y '• fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/SPll Quarrly Criteria,051.89 and BCSI Building Component • 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON 846042159 PL15-409_UPPER F55 Floor Supported Gable 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:3821 2015 Page 1 I D:c53KNt9S8dZANgLpvM EnZkyCd 11-SBYUA600k4oc5g7BptR Kicd8jP9EMA_b4gR EsyCcwW 1.5x3 II 1 3x4= 2 Scale=1:13.2 4 ........ 4 3 1.5x3 II 3x4= I 1-1-12 I 1-1-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.04 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a Weight:11 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-1-12 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 4=56/1-1-12,3=56/1-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. PR Opec, �� 8 >40PE -s7_' t AP i AO y ORE ,::) 00 SOON Digital Signature 1 EXPIRATION DATE:12-31-16 December 4,2015 ' I ma _ a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Nu 'Y Design valid for use only with MTeS connectors.This design is based only upon parameters shown,and is for an individual building coponent.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate the design into the overall MiTek' __ building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and pemianent bracing Greenback Lane is always required for stability and to prevent collapse with possible personal injury and.properiydamage. For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and SCSI Building Component 7777Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heiuhts.CA 95610