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Plans (41) MiTek� MiTek USA, Inc. 7777 Greenback Lane (h.? (...„st ty.: Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-356_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: R45755201 thru R45755212 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ��4ED P R OFFS co NGi Nek, `SO Q 87022PE r us y "oj, OREGON ci 9,, ccMBER A\ �O Os A. H ERCP 'IRE :06/30/20 October 27,2015 Hernandez,Marcos 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 845755201 PL15-356 UPPER F01 FLOOR 1. Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:46 2015 Page 1 ID:s3crybS6sJgMSM2Sm Dy9giZo8uslRJxzuVpbaJLreQ75X3fOh1oMg8NOW0iYHyPA2R P-10-011 1-2-0 111-0-121 1 2-6-0 I 2-4-9 11 1-2-0 II 1-9-11 1 -5-01 Scale=1:40.1 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 3x6 FP= 3x6= 3x6= 1.5x3 I I 8 9 10 11 12 13 14 JA ��. v a __ . 24 23 22 21 20 19 18 17 16 15 1.5x3 II 1.5x3 13x8= 3x6 FP= 3x8= 3x8= 3x5=- 9-10-5 9-105 1958 I 22-11-8 1 b 312 I 5-1-9 b-7-01 I 9-8-3 3-5-0 0-7-0 Plate Offsets(X,Y)— 12:0-1-8,Edoe1,13:0-1-8,Edgel,118:0-1-8,Edge),119:0-1-8,Edoel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.13 17-18 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.35 Vert(TL) -0.21 17-18 >893 360 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(TL) 0.02 16 n/a n/a Weight:105 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 BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 15=-377/Mechanical,21=950/0-7-0,24=-15/0-1-12,16=1450/0-5-8 Max Uplift 15=-480(LC 6),24=-121(LC 6) Max Gray 21=952(LC 3),24=102(LC 5),16=1455(LC 11) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=0/553,4-5=0/559,5-6=-1478/0,6-7=-1478/0,7-8=-1478/0,8-9=-1051/0, 9-10=-1051/0,10-11=-1051/0,11-12=0/1668,12-13=0/1662 BOT CHORD 20-21=0/743,19-20=0/743,18-19=0/1478,17-18=0/1531,15-16=-1235/0 WEBS 2-24=-57/332,3-21=-501/0,5-21=-1356/0,5-19=0/814,11-16=-1740/0,11-17=0/1178, 8-17=-525/0,13-15=0/1333,13-16=-812/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)24. 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. �Q�� P R�F�S 6)CAUTION,Do not erect truss backwards. ��N. �NGINE�c,9 s/0 870 2PE '.7,;P N �A OREGO /rL OWN �SER 1��4r� A. HE EXPIRES:06/30/2017 October 27,2015 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 MiTekS 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 Mirek'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/fill Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 CitrusuiteHeights,CA 95610 3 • 'Job 'Truss I Truss Type PL15-356 UPPER 16Qty Ply POLYGON F02 FLOOR 1 R45755202 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s J 11 2014 i 1-0.0 I Inc.Tue Oct 27 1351:45 ID:s3crybS_6sJgMSM2SmulD,y9g Z k11M�dj6KBnV1MXquTky3TbAy8zxUdA2015 Page 1 gcjgrgtodAyPA2P 0-M 1-2-0 7-1 Scale=1:40.5 4x4= 2x4 II 3x4= 3x4= 4x4= 3x4= 3x4 = 1 2 3 4 3x4= 3x4= 3x6 FP= 5 6 7 g g 10 11 4x4 = 3x4= 4x4= _' _.-.��..�� r, 13 14 15 16 1718 � -.�_.:-. �..�.�_... 19 20 21 22 24 ,-491 ,_ 23 25 • I-I-I ,I� - I IF :-. io cl, 39 �..�� 1 38 37 36 35 34 33 32 31 30 29 3x4= 4x6 = 3x6= 3x6 FP= 28 27 26 3x5= 3x5= 3x5= 1.5x4 SP= 3x5= 4x4= 4x4= 3x6= 4x6 = 3x4 = 3x5= WARNING:THIS DESIGN MAY EXHIBIT OBJECTIONABLE BOUNCE AND /OR VIBRATION DUE TO THE LENGTH TO DEPTH RATIO OF THE ROOM. PROJECT ENGINEER OR BUILDING DESIGNER TO CONSIDER PROVIDING MEANS DAMPEN THESE EFFECTS VERIFICATION OF LENGTH/DEPTH SLENDERNESS RATIO BY THE PROJECT ENGINEER OR A QUALIFIED BUILDING DESIGNER IS REQUIRED. 16-5-2 17-7-2 16-5-2 6-7.01-0 1 23-9-0 Plate Offsets(X,Y)- 118:0-1-8,Edgel,(29:0-1-8,Edgel,130:0-1-8,Edge) 6 6-1-14 0-7-0 LOADING(psf) SPACING- 1_4..0 LOLL 40.0 CSI- DEFL. in (loc) I/deft Lid Plates Increase 1.00 TC 0.55 Vert(LL) -0.50 32-33 >567 480 PLATES GRIP TCDL 10.0 Lumber Increase 1.00MT20 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(TL) Vert(TL) 0.10 32-33 >362/a 360 n/a BCDL 5.0 Code IBC2012/TP12007 0.54 Ho0.10 26 n/a n/a (Matrix) LUMBER- Weight:120 lb FT=0%F,0%E TOP CHORD 2x4 DF 2400F 2.0E(flat) BRACING- BOT CHORD 2x4 DF 2400E 2.0E(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) 26=866/0-4-4,39=866/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1608/0,3-4=-1608/0,45=-2891/0,5-6=-2891/0,6-7=3859/0,7-8=-3859/0, 8-9=-4510/0,9-10=-4510/0,10-11=-4847/0,11-12=-4847/0,12-13=-4859/0, 13-14=-4859/0,14-15=-4583/0,15-16=4583/0,16-17=4583/0,17-18=-3948/0, 18-19=3948/0,19-20=-3948/0,20-21=2879/0,21-22=-2879/0,22-23=-1613/0, 23-24=1613/0 BOT CHORD 38-39=0/845,37-38=0/2287,36-37=0/3413,35-36=0/3413,34-35=0/4222,33-34=0/4716, 32-33=0/4891,31-32=0/4760,30-31=0/4239,29-30=0/3948,28-29=0/3427,27-28=0/2278 26-27=0/847 WEBS 18-30=0/696,19-29=-578/0,2-39=1183/0,2-38=0/1068,4-38=952/0,4-37=0/846, 637=-730/0,6-35=0/625,8-35=-508/0,8-34=0/403,10-34=-288/0,14-31=-305/21, 17-31=0/551,17-30=-991/0,24-26=-1187/0,24-27=0/1072,22-27=-931/0,22-28=0/841, 20-28=-768/0,20-29=0/989 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. . c?' P R OFFS 4)Required 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. ��Gj ANG I N ESR W �2 Q 87022PE 9r N ry y ,0), OREG•N ry5u </\/ "P0 �ti'18ER 1� �O �S A. HER-P e EXPIRES:06/30/2017 October 27,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI67473 rev.10/03/2015 BEFORE USE. a truss system.Before use,the Design valid for use only with MTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not _ building design. Bracing indicated lis to prevent buckling of indivthe idual truss web anty of d/noracho d memberameters and rs nty.�Add tional temporary and permanent bracing ��e is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Safety Inifomstorage,available from Truss Plate Institute,on and bracing o218s N.Lee Street,Suite 312, QualityAlexases and truss systems,see ndria,VA DSB- ��T2k 89 and BC51 Building Component 7777 Greenback Lane Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755203 5 1 PL7 Pacific UPPER F03 (Floor Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:49 2015 Page 1 Pacific Lumber&Truss Co., Beaverton,Oregon ID:s3crybS6SJgMSM2Smp_�Dy9giZ-CjZ?xSLpGptOS22wWn_gl9h9muxPZ4dg4UcM9cyPA20 0-10-2 1-2-0 9-7-14 I 1-0-0 Scale=1:32.4 3x4= 3x4= 3x4= 4x4= 3x4= 4x4= 4x4= 3x4= 3x4= 19 12 13 14 15 16 17 18 6 7 8 9 10 11 1 2 3 4. 5 �I I�` �I�.. \ Ir/ \I w 71i 1/4116 i /41&1/416\i1/4111/411.41 &j� � . /j ,r 6 25 24 23 22 21 ei 28 27 3x4 4x5 34 29 = 3x3x 5= 3x2x5= 3x5= 4x4= 3x5= 4x5= 3x4= = = 3x5 12-10-10 19-0-8y23-1 11-8-10 10-7-0 0-7-0 I 6-1-14 � 11 x-10 Plate Offsets(X,Y)— f12:0-1-8,Edue1.[23:0-1-8,Edael SPACING- 1-7-3 CSI. DEFL. in (lac) 1/defl Lid PLATES GRIP LOADING(0. Vert(LL) -0.28 25 >806 480 MT20 220/195 TC 0.48 TCLL 40.0 PlatesumbrIIncrease 1.00 BC 0.81 Vert(TL) -0.44 25-26 >515 360 TCLL 10.0 Lumber IncrYES WB 0.50 Horz(TL) 0.07 20 n/a n/a BCLL 0.0 Rep Stress 12 Weight:96 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TPI2007 (Matrix) BRACING- TTOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except TOOMBER-P CHORD 2x4 DF NG.1&Btr(flat) end verticals. BOT CHORD 2x4 DF No.1&Btr(flat) BOT CHORD Rigid rtiadirectly applied or 10-0-0 oc bracing. WEBS 2x4 DF StudlStd(flat) REACTIONS. (lb/size) 30=832/0-3-12,20=832/0-4-4 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1508/0,3-4=-1508/0,4-5=-2627/0,5-6=-2627/0,6-7=-3368/0,7-8=-3368/0, 8-9=-3726/0,9-10=3726/0,10-11=-3737/0,11-12=-3737/0,12-13=3422/0, 13-14=-3422/0,14-15=-2618/0,15-16=2618/0,16-17=-1511/0,17-18=-1511/0 BOT CHORD 23-24=0/3422,22-23=0/3052,211712820/3012,26-2710/3591,595 25-26=0/3763,24-25=0/3422, 47/0,4-28=0/720, 0, WEBS 6-2730/456,8-27=-313/0,12 25 9 860/615,18-20=7, -1127/0,18-214/989,8 6-212/832 /0, 16-224/717,14-22=-609/0,14-23=0/764 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. P R OFFS �� NGI N E- -.R s/O2S� 8 , 2PE N i lv s OREGO r -7BER R_ A. HE EXPIRES:06/30/2017 October 27,2015 • ®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 Mffek®connectors.This design is based only upon parameters shown,and is for an individual building component,not MiTek' a truss system.Before use,the building designer must vegfy the applicability of design parameters and properly incorporate chis desiand gn into the overall 7777 Greenback Lane is always required red for stability and dtis too prevent collapselwith possibleng of lupersonaal truss l nu injury and and/orpoperty damagechord members .For general guidance regarding the Hent bracing Suite 109 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building ComponentCitrus Heights,CA 95610 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. (Jab (Truss TruFLOORss Type PL15-356_UPPER (Qty Ply POLYGON 604 3 1 R45755204 T Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:50 2015 Page 1 0-10-0 I I ID:s3crybS6sJgMSM2Sm_Dy9giZ-gv7N8oMR17?F3Cd74UV3FNDO4IPQIZ2zJ8Mvh2yPA2N 1 2-0 1 1 0-6-0 1 9-3-131 2-6-0 I 1-2-0 1 1 1.37 I Scale=1:19.8 1.5x3 I I 3x4= 304 I I 4x4= 1 1 2 3x4= .5x3 I I 3x4= 1.5x3 II 3 4 5 6 7 8 3x4= fF1" O 9 11 ''u 1 ■1_ .74 17 16 15 12 3x4= 16x3 II 15x3 II '� V 13 11 4x6= 3x6 — 1.5x3 II 1.5x3 II 10 3x4= I 3-0-0 I 3-0-0 8-8-5 I 9-35 1 9-10.5 1 11-4-12 Plate Offsets(X,Y)— f2:0-1-8,Edgel,f3:0-1-8,Edgel,17:0-1-8,EdgeL 18:0-1-8,Edgel sa 5 0-7-0 0-7-0 1-6-7 LOADING(psf) SPACING- 1-7-3 LOLL 40.0 CSI. DEFL. in (loc) 1/deft L/d Plates Increase 1.00 TC 0.25 Vert(LL) -0.05 12-13 >999 480 PLATES GRIP TCDL 10.0 Lumber Increase 1.00 MT20 220/195 BCLL 0.0 Rep Stress Incr YES BC 0.31 Horz(TL)Vert(TL) -0.08 12-13 >999/a 360 n/a BCDL 5.0 Code IBC2012/TP12007 0.36 0.00 10 n/a n/a (Matrix) LUMBER- Weight:56 lb FT=0%F,0%E 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 6-0-0 oc bracing. REACTIONS. (lb/size) 14=634/0-3-8,17=27/Mechanical,10=331/Mechanical Max Uplift 17=-72(LC 4) Max Gray 14=634(LC 8),17=106(LC 3),10=332(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=0/311,4-5=0/312,5-6=570/0,6-7=-570/0,7-8=491/0 BOT CHORD 12-13=0/491,11-12=0/491,10-11=0/491 WEBS 3-14=-409/0,5-13=0/713,5-14=-508/0,8-10=-610/0 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. 4)CAUTION,Do not erect truss backwards. ��Q'EO PR OFFS �c\� ANG(NFF9 cSfo2 4 87022P; vi" / • . i C" ��'0),OR GON 12,0 o4./ 0 MBER \1 O`S A. H ERCP EXPIRES:06/30/2017 October 27,2015 ®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 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 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 Safety Information storage, availab delivery,from Truss Plate Institute,erection and bracing 2 8 N.Lee Streetrusses and trusst,Suite 312,Alexystems,see andria,VAQ22314 Criteria,DSB- int MiTek NY 89 and BCS(Building Component 7777 Greenback Lane Suite 109 Citrus Heights,CA 95610 1 Qty Ply POLYGON Truss Truss Type 3 1 Job PL15-356 UPPER Fob FLOOR Job Reference(ootionall R45755205 7 7.530 s Jul 11201 MiTek Industries, ndu oRs Inc.Tue Oct 2 mY7nw1 x67Yo5SDVyPA2M Pacific Lumber&Truss Co., Beaverton,Oregon 13:51:51 2015 Page 1 ID:s3crybS6sJgMSM2Sm_Dy99 Io10-0 II 120 II 1-0-12 I I 231 II 2-6-0 II 1-2-0 I I 2-3-3 1 Scale=1:29.7 = 3x4= 3x4 3x4= 3 10 3x4= 3x4= 6 7 8 4 3x8= 5 ® sa\ 1 2 . e e _ si '� o N ir— - \ O / N 0 4 Et e • - 114 13 12 11 118 17 15 3x4 3x6= 3x4= = 3x6= 3x8= 8-3-5?10-5 17-6-0 I 3-6-12 I 8-8-5 j f I 7-7-11 I 5-1-9 0.7-0 0-7-03-6.12 Plate Offsets(X,V)— f2:0-1-8,Edoei.13:0-1-8,Edgel,14:0-3-0,Edoel,(6:0-1-8,Edge1,f7:0-1-8,Edgel SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP LOADING(0. Vert(LL) -0.11 12-13 >999 480 MT20 220/195 Plates Increase 1.00 TC 0.30 Vert(TL) -0.17 12-13 >960 360 TCLL 40.0 BC 0.48 TCDL 10.0 Lumber Increase YES WB 0 69 Horz(TL) 0.02 11 n/a n/a BCLL 0.0 Rep Stress 12 Weight:81 lb FT=0%F,0%E BCDL 5.0 Code IBC2012(rP12007 (Matrix) BRACING- TTOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except TOOMBER-P CHORD 2x4 DF No.1&Btr(flat) end verticals. BOT CHORD 2x4 DF No.1&Btr(flat) BOT CHORD Rigid rtiadirectly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud/Std(flat) REACTIONS. (Ib/size) 16=958/0-7-0,19=1/0-1-12,11=571/Mechanical Max Uplift 19=-105(LC 4) Max Gray 16=958(LC 1),19=103(LC 3),11=574(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 0, CHORD 15 -164499/0,14-99, 015/01 681,113-10 /0 4 0/1681,12-13 0/1681, BOT11-12=0/1165 WEBS 416=-668/0,2-19=-61/296,3-16=-465/0,6-15=-959/0,4-15=0/1367,9-11=-1257/0, 9-12=0/661,7-12=-177/271 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)Provide mechanical connection(by others)of truss to bearing plate at joint(s)19. 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. -<<-¢�� P R OFFS 6)CAUTION,Do not erect truss backwards. c\co NGINEF'4 s/0 2 '' 87022P� 9r" - � N �A ORGONc- A. HE EXPIRES:06/30/2017 October 27,2015 It ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/1015 BEFORE USE. �� Design valid for use only with MiTeloS connectors.This design is based on upon parameters shown,and is for an individual building component,not Mitek' a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall damage. For general guidance regarding the 7777 Greenback Lane building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Suite 109 is always required for stability and to prevent collapse with possible personal injury and property Citrus Heights.CA 95610 Safety delivery,erection from and nstituute,218 N.Lee Street,Suite 312,Alexandra,VAQuality 223 Cnteda,DSB-89 and BC51 Building Component 1 r Job Truss (Truss Type IQtY Ply POLYGON PL75-356_UPPER F07 Floor R45755206 9 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:52 2015 Page 1 ID:s3crybS6sJgMSM2Sm_Dy9giZ-d1F7ZUNhZkFzJ Vm VBvXXLoJgbSzQm RVUGmSrOmxyPA2L 1 1-0-0 I Da p-6-611 1-2-0 1 7-141 Scale:3/8"=1' 4x4= 3x4= 3x4= 3x4 = 3x4= 3x4= 3x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 g 11 12 13 A 15 16 17 18 19 o o e 0 �' o 0 /\-40/ 111\ 00.°11" \ ' e 0 A/ \ / \ / \ / \ / \ ie 30 29 28 27 he. 3x4= 4x5= 3x5= 3x5= 26 25 24 23 22 21 C. 3x5= 3x5= 3x4 = 3x5= 4x5= 3x4= 1 114-14 Al2b14 11-4-14 ,�111 1 18-8-12 Plate Offsets(X,Y)- 112:0-1-8,Edge1.123:0-1-8,Edge1 13-7-0 0 7 0 s 1_,4 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in Ioc I/deft Lid TCLL 40.0 Plates Increase 1.00 TC 0.44 ( ) PLATES GRIP TCDL 10.0 Lumber Increase 1.00 BC 0.79 Vert(LL)Vert(T -0.41-0.425-26 >848 480 MT20 220/195 BCLL 0.0 Rep Stress Incr YES Horz(TL)) 7 25 20 >542/a n/a BCDL 5.0 WB 0.49 0.07 20 n/a n/a Code IBC2012/TP12007 (Matrix) Weight 95 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. (Ib/size) 30=818/Mechanical,20=818/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1480/0,3-4=-1480/0,4-5=-2571/0,5-6=-2571/0,6-7=-3284/0,7-8=3284/0, 8-9=-3615/0,9-10=-3615/0,10-11=3587/0,11-12=-3587/0,12-13=-3327/0, 13-14=3327/0,14-15=-2563/0,15-16=-2563/0,16-17=-1483/0,17-18=-1483/0 BOT CHORD 29-30=0/789,28-29=0/2070,27-28=0/2972,26-27=0/3494,25-26=0/3638,24-25=0/3327, 23-24=0/3327,22-23=0/2981,21-22=0/2064,20-21=0/791 WEBS 12-24=-282/0,13-23=-406/0,2-30=-1105/0,2-29=0/967,4-29=-827/0,4-28=0/701, 6-28=-562/0,6-27=0/437,8-27=-294/0,11-25=-265/0,12-25=-58/649,18-20=-1107/0, 18-21=0/970,16-21=-814/0,16-22=0/698,14-22=-586/0,14-23=0/723 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. ��¢°D PROFFS mac. �NGINEFR so 'L Q 87022PE �r u cV -p �- , OREG•N (t) 4N 'A0 AMBER 1N \- 0s A. HE-C; EXPIRES:06/30/2017 ' October 27,2015 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIt-7473 rev.10/03/2015 BEFORE USE1 MI 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 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the is fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/OPI1 Quality Criteria,DSB Component -89 and SCSI Building C 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 1 1 Truss Truss Type Qty Ply POLYGON R45755207 FLOOR Job PL15-356_UPPER F08 Job Reference/optional/ 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:53 2015 Page 1 Pacific Lumber&Truss Co., Beaverton,Oregon ID:s3crybS_6sJgMSM2Sm_D_y9giZ-SUpWmgOKK2NgwfLilc2mt?rrMVOnVgCP?6aZINyPA2K 1 2-3-0 1 2-3-0 1X5- 1 1-2-0 ii 1-9-11 1 2-6-0 1 ah-&0� Scale=1:34.2 1.5x3 II 1.5x3 II 1.5x3 II 3x4= 3x4= 1.5x3 1I 3x4= 1.5x3 II 3x6= 3x4 I 13x8= 9 10 11 2 3 4 5 8 7 8 ®® iiiir Il e e14 1 12 18 17 16 15 3x5= 3x4= 1.5x3 II = 3x8= 3x8= 3x5= I 1 19-7- 4 1 16-2-4 16-2-4 3-5-0 Plate Offsets(X,Y)— f4:0-1-8,Edoe),115:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.44 Vert(LL) -0.13 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.40 Vert(TL) -0.21 14-15 >922 360 BCLL 0.0 Rep Stress Ina YES WB 0.72 Horz(TL) 0.02 13 n/a n/a Weight:90 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 6-0-0 oc bracing. WEBS 2x4 DF Stud/Std(flat) REACTIONS. (lb/size) 18=588/0-6-0,12=-412/Mechanical,13=1537/0-5-8 Max Upliftl2=-512(LC 3) Max Gray 18=589(LC 3),13=1537(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1736/0,3-4=-1736/0,4-5=-1867/0,5-6=-1867/0,6-7=-1190/0,7-8=-1190/0, 8-9=0/1771,9-10=0/1764 BOT CHORD 17-18=0/1110,16-17=0/1867,15-16=0/1867,14-15=0/1795,12-13=1313/0 WEBS 2-18=-1218/0,2-17=0/687,8-13=-1867/0,8-14=0/1308,6-14=-657/0,6-15=-84/294, 10-12=0/1418,10-13=851/0,4-17=-462/88 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. 4)CAUTION,Do not erect truss backwards. ', O OF4. -cocc�N �cNGINEFR X029 8 • 2PE / r �NCV �AT OREGO c OWN CAMBER \1 ,* P OSA. H - EXPIRES:06/30/2017 October 27,2015 MUNN ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 3411-7473 rev.10/03/2015 BEFORE USE. mi + Design valid for use only with Mitek©connectors.This design is based only upon parameters shown,and is for an individual building component,not MiTek* 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 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality Criteria,DSB-89 and BCSI Building Component Solely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 1 I Job Truss PL15-356 UPPER F09 Qty Ply POLYGON R45755208 Pacific Lumber 8 Truss Co., Beaverton,Oregon 2 1 ob'efer-n e o..o a 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:54 2015 Page 1 1�H ID:s3crybS6sJgMSM2Sm_Dy9giZ-ZgNu_APy5MVhYpwuJKa7ODO?fvegELvZEmK7gpyPA2J 1 .22?D ._ •_.11,1 Scale:3/8"=1' 4x4= 3x4= 3x4= 3x4= 2 1 19 ^iwr_r_4 5 6 7 8 9 10 = 3x4= 4x4= 3x4= 4x4= o 2 T��-�w7^r_r•8 9 11 12 13 14 15 I� ,I� � w ^ �"� 16 17 18 I 29 28 r r r�. ��ai 27 3x4 = 4x5 = 3x5= 3x5= 26 25 24 23 22 el= 3x5= 21 3x4= 3x5= 4x5= 3x4= 12-9-10 ' Plate Offsets X 12:0-1-8Ed.e 23:0-1-8Ed.e 11-710 0-7-0 0-7-0 61-14 LOADING(psf) SPACING- LOA 40.0 1-7-3 CSI. DEFL. in (loc) 1/deft L/d Plates Increase 1.00 TC 0.47 PLATES GRIP TCDL 10.0 Lumber Increase 1.00 Vert(TL) -0.28 25-26 >8172 480 BCLL 0.0 Rep Stress lncr YES WB 0.80 HorzT ) -0.07 25 20 >5/a 360 n/a MT20 220/195 BCDL 5.0 Code IBC2012/TP12007 0.50 Horz(TL) 0.07 20 n/a n/a (Matrix) LUMBER- Weight:96 lb FT=0%F,0%E TOP CHORD 2x4 DF ND.18Btr(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) 30=828/0-2-12,20=828/04-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1500/0,3-4=-1500/0,4-5=-2612/0,5-6=-2612/0,6-7=3346/0,7-8=-3346/0, 13-14=-3396/0,14-15—2 03/0,15-166-2603/0,16-17—1504/0,17-18=-1504/0 BOT CHORD 29-30=0/800,28-29=0/2101,27-28=0/3024,26-27=0/3565,25-26=0/3730,24-25=0/3396, 23-24=0/3396,22-23=0/3033,21-22=0/2095,20-21=0/801 WEBS 13-23=-423/0,2-30=-1120/0,2-29=0/981,4-29=-841/0,4-28=0/715,6-28=-577/0, 6-27=0/451,8-27=-308/0,12-25=-59/618,18-20=-1122/0,18-21=0/984,16-21=827/0, 16-22=0/712,14-22=-602/0,14-23=0/753 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)30. 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 PROp ��\� NGI NEFR djo2 Q 87022PE v� ry -y N,,,, OREG N cp �� 'p0,-, ,OBER \\ PCO l.JSA. HERS EXPIRES:06/30/2017 ®WARNING-Veri design October 27,2015 8' 9 parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI67473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss buildingdesign.BeBracing ac ng indicatedlisgto pre nt buckling of indiner must verify the vidual trullity of ss web and/norarameters and chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage.properly For general guidance relgardino thethe overall Safety Informatiostorage,delivble from Truss Plate,erection and racing of trusses and truss Institute,218 N.Lee Street,systems,ite 312,Alexandria,VA 22314. MiGrek ANSI/rPV 22314 Criteria,DSB-89 and BCSI BuildinggComponent 7777 Greenback Lane Suite 109 Citrus Hei.hts CA 95610 r Qty Ply POLYGON R45755209 Truss Truss Type Job 2 1 F10 FLOOR ob•-fere ce o•to al PL15.356_UPPER 7.530 s Jul 11 MiTek Industries,Inc.Tue Oct 27 13:51:54 2015 Page 1 Pacific Lumber&Truss Co., Beaverton,Oregon ID:s3crybS 6sJgMSM2Sm_D_y9gi 2014 M1T PynMVhYpwc.Tue OD06CvgR54 2015 age I A2J 3x4= 010-1 0-11-11 1-2-0 4 1.5x3 II 3 3x4= Scale=1:6.7 Ell1 1.5x3 i i 2 iP4 1.5x3 II lid, 1.5x3 II 6 1,.. 8 7 -4 '' 3x4= 3x4= 3-5-12 3-5-12 Plate Offsets X Y— 2:0-1-8 Ed•e 3:0 1-8 Ed•e GRIP CSL DEFL. in (loc) I/deft Lid PLATES GRIP220/1LOADING(0. SPACING- 2-0-01.0Vert(LL) -0.00 7 >999 480 Plates Increase 1.00 TC 0.05 Vert(TL) -0.00 7 >999 360 TCLL 40.0 BC 0.05 TCDL 10.0 Lumber Increase YES WB 0.05 Horz(TL) 0.00 5 n/a n/a Rep Stress Incr Weight:18 lb FT=0%F,0%E BCLL 0.0 Code IBC2012/TPI2007 (Matrix) BCDL 5.0 BRACING- LUMBER- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-5-12 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flend verticals. at) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std(flat) REACTIONS. (lb/size) 8=184/0-2-12,5=184/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8,5. 3)be Recommend attached to walls ngba cks,on n ends edge,spacediat 10-0-0 by other and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to t r r ed me �`yc.0 PROFeSS co cc 870 2PE 9r A OREGON cl, 0141 ��b 18ER \' A. HE EXPIRES:06/30/2017 October 27,2015 nparameters and READ NOTES ON THIS AND INCLUDED MITER REFERAANCEaPAGE fMI1.7 ndI.10/03/2015 3 d'mg EBEFORE USE.,not WARNING-r use design e incorporate this ing.co into ntheen,overall Milli ® ammeters and prop rly MiTek Design truss Informatin indi th bold ng s Plate Institute,r mush verify the applicability uponf 12,lAlexandria, l pate damn e.For general guidance regarding the 7777 Greenback Lane building design. Bracing indicated is to prevent buckling of individual truss web anantlrp hoopredmembergonly.Additional temporary and permanent bracing Suite 109 is always required for stability and to prevent collapse with possible personal injury Citrus Hei.hts CA 95610 Safelyfabrication,sationeavallable from Truss Plateracinof 218sN.Lee Street,Suite 312,Ale anon VAQuality Olivia,DSB-89 and BCSI Building Component I r Job Truss Truss Type PL15-356_UPPER F11 Qty Ply POLYGON FLOOR GIRDER Pacific Lumber&Truss Co., Beaverton,Oregon7.530 s 1 1 R45755210 0. 'ef-r-n - o.ti.nal 11 2014 Tek Industries,Inc.Tue Oct 27 13:51:55 2015 Pagel ID:s3crybS6sJgMSM2Smf Dy9g211txGB VQasfdYAzV4t115EyQx8tJzlzigiSQ3gMGyPA21 oL��I 1-2-0 111-0-12 { 1�°-I :7 9H1F 2-0 Ha1F Scale=1:33.3 3x4= 3x4= 354 II 4x4= 354= 3x4= 1 2 3 4 3x4= 3x4= 5 6 7 3x4= 3x4 = n��w�_ �_5 6 8 9 10 11 12 13 5x8 = o f� /i -weamer .:im�w +�eammr.eer� 14 15_16 17 18 19 rmmimmiliz a, NM _:��, �_ I SNI/'�61 i?-' 3 31 30II VI Y Y��ee�i ; 28 27 26 �� 3x4 = 25 24 3x6= 4x5= 3x5= 23 x 21 �i 3x6= 3x5 = 3x5= 4x8= 354= 1-1-0 0-7-0 0-7-0 1-312 Plate Offsets X Y- 2:0-1-8 Ed.e 3:0-1-8 Ed.e 9:0-1-8 Ed.e 10:0-1-8 Ed.e7-0 0 7-0 9-sa LOADING(psf) SPACING- 1-7-3 TOLL 40.0 CSI• DEFL. in floc) l/defl Lid Plates Increase 1.00 TC 0.63 Vert(LL) -0.18 24-25 >999 480 PLATES GRIP TCDL 10.0 Lumber Increase 1.00 BCLL 0.0 BC 0.86 Vert(TL)Horz(TL -0.29 24-25 >668/a 360 n/a MT20 220/195 Rep Stress Incr NO WB 0.84 Horz(TL) 0.04 20 n/a n/a BCDL 5.0 Code IBC2012lfP12007 (Matrix) LUMBER- Weight:99 lb FT=0%F,0%E 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. REACTIONS. (lb/size) 29=1347/0-7-0,32=-164/0-1-12,20=1315/0-2-12 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Max Uplift32=-269(LC 4) Max Gray 29=1347(LC 1),32=60(LC 3),20=1318(LC 7) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/450,3-4=0/1096,4-5=0/1096,5-6=-610/0,6-7=-610/0,7-8=-1756/0, 8-9=-1756/0,9-10=2370/0,10-11=2900/0,11-12=-2900/0,12-13=3113/0, 13-14=3113/0,14-15=2995/0,15-16=-2995/0,16-17=2480/0,17-18=-2480/0 BOT CHORD 31-32=-450/0,30-31=-450/0,29-30=-450/0,27-28=0/1248,26-27=0/2370,25-26=0/2370, 24-25=0/2370,23-24=0/3031,22-23=0/3098,21-22=0/2793,20-21=0/1299 WEBS 2-31=-252/0,9-26=0/410,10-25=-331/0,2-32=0/665,3-29=917/0,5-29=-1249/0, 5-28=0/1047,7-28=-898/0,7-27=0/716,8-27=-11/251,9-27=-1122/0,18-20=-1819/0, 18-21=0/1654,17-21=839/0,16-21=-438/0,16-22=0/283,11-24=-266/0,10-24=0/844 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)32,20. 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. ��ED PROF 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)791 lb down at 17-5-0 on top chord. N..* �NG)NEF�s>O 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). 2 LOAD CASE(S) Standard $ • 2PE �9r 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:20-32=-8,1-19=-80 N / N Concentrated Loads(Ib) y �" , OREGO ti� G(f Vert:17=-791(F) .�� c. �1 T- �`) A. HER'- EXPIRES:06/30/2017 October 27,2015 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 Mffeke cdesigner must onnectors.This design is based onlyupon parameters shown,and is for an individual building component,not a truss building design.eBracing indicated isgto prevent buckling verity f individual truss web anthe applicability of d/nor chord memberameters and rs only.Additional temporary erty incorporate this design nd the overall bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding �R fabrication,storage,delivery,erection and bracing of trusses and truss systems,see MiGrek Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra,ANSI/TPI .Crlferio,D58-89 and SCSI Building Componenth 7777 Greenback Lane Suite 109 Citrus Hei.hts CA 95610 t t. Job Truss Truss Type Qty Ply POLYGON R45755211 F12 FLOOR 1 1 o.Refere ce o•tio al PL15-356_UPPER 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue 27 13:51:56 2015 Page 1 Pacific Lumber&Truss Co., Beaverton,Oregon ID:s3crybS_65JgMSM2Sm_Dy9giZ-V3VePrRCdzsPnc.Tue Octct 2713C 1.56 20 5 Page iyPA2H 2-4-9 10-10-0 I 1-2-0 I 1 � 2-6-0 Scale=1:34.0 1.5x3 II 3x5= 1.5x3 II 3x6= 1.5x3 I I 1.5x3 II 3x4= 10 11 1.5x3 13x4= 3x4 = 3x4 II 8 g • In 3 4 _ 7r��w 1 2 ppp1111II /�I,Y n� = Jl r.4 �r 13 3 12 j 15 14 3x4= 18 17 16 3x6= 3x5= 3x4= 3x4 1.5x3= II 1.5x3 II 3x8= 5-1-9 '0:7-0.0-7': 9-7-15 3-6-12 Plate Offsets X — 2:0-1-8 Ed•e 3:0-1-8 Ed•e 14:0-1-8 Ed•e 15:0-1-8 Ed•e PLATES GRIP 1-7-3DEFL. in (loc) 1/deft L/d SPACING- CSI. -0.2113-14 >913 480 MT20 220/195 LOADING(0. TC 0.47 Vert(LL) TCLL 40.0 Plates Increase 1.00 BC 0.59 Vert(TL) -0.33 13-14 >573 360 TCLL 10.0 Lumber Increase 1 ES WB 0 61 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 BCLL 0.0 Rep Stress 12 YES Weight:88 lb FT=0%F,0%E Code IBC20ITPI2007 (Matrix) BRACING- LUMBER- 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) gOT CHORD id rtiadirectly applied or 6-0-0 oc bracing. WEBS 2x4 DF StudlStd(flat) REACTIONS. (lb/size) 16=1117/0-7-0,19=60/0-1-12,12=649/0-2-12 Max Uplift 19=-166(LC 4) Max Gray 16=1117(LC 1),19=89(LC 3),12=651(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-18/294,3-4=0/714,4-5=0/720,5-6=-1980/0,6-7=1980/0,7-8=1980/0, 8-9=-2148/0,9-10=-2148/0 DOT CHORD 181 /18 12-13=0/1362 784/18 16-17=-294/18,15-16=0/887,14-15=0/1980, - 9=0/94 WEBS 6-15=-345/0,2-19=27/435,3-16=-616/0,5-16=1682/0,5-15=0/1201,10-12=-1470/0, 10-13=0/849,8-14=512/54 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)19,12. 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�� P R OFFS 4)CAUTION,Do not erect truss backwards. �, cN� �NGINEF9 LT7 870 2PE N rN N A2, OREG N 0Y BER OS A. HEP' EXPIRES:06/30/2017 October 27,2015 ®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 MiTeleB connectors.This design is based on upon parameters shown,and is for an individual building component,not MiTek a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 7777 Greenback Lane • damage. For general guidance regarding the MiSuite 1 re building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing isalways required for eliery,and ti prevent bracing acing ofe with possiblesand truss personal injury and property Citrus Hei•hts CA 95610 Safety IInformationeavailable from TrussaPlaterInstituute,218 N.Lee Street.systems, e 312,Alexandra, Quality Criteria,DSB-89 and BCSI Building Component 9 I Job Truss Type PLI5-356_UPPER Qty ®POLYGON FLOOR Pacific Lumber&Truss Co., Beaverton,Oregon 1 R45755212 o. --for-n e ..tion_I 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:57 2015 Page 1 3x4 = ID:s3crybS6sJgMSM2Sm_Dy9giZ-zF20cBRg0HtFPHiT S7i2rOdZ6sGRpt?wkYnR8yPA2G 0.11-11 1 1.5x3 II ;_i 1-2-0 0.9-5 3 3x4 = 4 1.5x3 - Scale=1:8.7 ! 1P411_Ii1iU a1.5x3 II 1.5x3 8 7 II /' 6 5 3x4= 3x4= 3-5-0 Plate Offsets X Y_ 2:0 1-8 Ed. 3:0-1-8 Ed.e 3-5-0 LOADING(psf) SPACING- LOA 40.0 1-7-3 CSI. Plates Increase 1.00 DEFL. in (loc) I/deft Lid TCDL 10.0 Lumber Increase 1.00 TC 0.04 Vert(LL) -0.00 7 >999 480 PLATES GRIP 360 BCLL 0.0 Rep Stress Incr YES WBB0.04 HOrz(TL -0.00 7 >999/a n/a MT20 220/195 BCDL 5.0 Code IBC2012/TPI2007 0.04 Horz(TL) 0.00 5 (Matrix) n/a n/a LUMBER- Weight 18 lb FT=0%F,0%E 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 3-5-0 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=145/0-2-12,5=145/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 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. �� D PRoiEe c - �r1GI NEER cij�2 � e 8 I 2PE /�r N ry y Aj, OREGO rP LVA �0 ccM8ER 1� �O OS A. HE EXPIRES:06/30/2017 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. October 27,2015 Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not1111111 a truss system.Before use,the buildinto g designer must verity the applicability of design parameters and properly incorporate this design into the overall r. building alwaysdrequui ed for stability erection and to prevent collapset l'witth poof ssible e personal injuryividual truss aandndrproopedrty damage. For gene al guidance regarding �a Safety tion storage, adelivery, from Truss and dte Institute,bracing otrusses18 N and truss set Sues see Alexandria, 22314. Permanent bracing An d4a VA Qualify Criteria,DSB-89 and SCSI Building Component 7777GreenbackLane Suite 109 Citrus Hei.hts CA 95610 Symbols Numbering System stem General Safety Notes PLATE LOCATION AND ORIENTATION 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 13/4 Center plate on joint unless x,y (Drawings not to scale) Damage or Personal Injury offsets are indicated. MEC Dimensions are in ft-in-sixteenths. 3 1. Additional stability bracing for truss system,e.g. Apply plates to both sides of truss 1 2 diagonal or X-bracing,is always required. See SCSI. 111144‘. and fully embed teeth. TOP CHORDmmos S 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 AirQbracing should be considered. 31111111111111 U ilmipiylio)4444 O 3. Never exceed the design loading shown and never = U stack materials on inadequately braced trusses. �S�IIII F 4. Provide copies of this truss design the building designer,erection supervisor,property owner and all other interested parties. 4 2 orie' fromntationlocate BOTTOM CHORDS platesor x 0-'aa ,outside .)0:91\4411\, 8 7 6 5 5. Cut members to bear tightly against each other. edge of truss. 6. Place plates on each face of truss at each joint and embed fully. and at joint JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint anlocations are regulated Knots ANSI/TPId wane This1. required symbol indicates the AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO _ direction of slots in THE LEFT. 7. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI 1. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. software or upon request. 9. Unless noted,this design e not for PRODUCT CODE APPROVALS use wih expresslyfire retardant,,this design is not applicable green lumber. PLATE SIZE ICC-ES Reports: 10.Camber is anon-structural consideration and is the The first dimension is the plate Camber is a of truss fabricator.oGeneral and is to camber for dead load deflection. ,ESR-1352,ESR1988 4 x 4 width measured perpendicular ER-3907,ESR-2362,ESR-1397.ESR-3282 to slots.Second dimension is 11.Plate type,size,orientation and location dimensions the length parallel to slots. indicated are minimum plating requirements. 12.Lumber used shall be of the species and size,and LATERAL BRACING LOCATION in all respects,equal to or better than that specified. symbol shown and/or Trusses are designed for wind loads in the plane of the 13.Top must be or purlins provided at ��i textt in bye truss unless otherwise shown. spacing chordsmt indicated sheathed design. by uin the bracing section of the output. Use T or I bracing 14.Bottom chords require lateral bracing at 10 ft.spacing, if indicated. Lumber design values are in accordance with r value ANSI/TPI 1 or less,if no ceiling is installed,unless otherwise noted. section 6.3 These truss designs rely on lumber values 15.Connections not shown are the responsibility of others. BEARING established by others. 1 b.Do not cut or alter truss member or plate without prior 11 Indicates location where bearings ©2012 MiTek®All Rights Reserved approval of an engineer. (SuppOr s)s OCCur. ICOnS varybut 17.Install and load vertically unless indicated otherwise. reaction section indicates joint number where bearings occur. ISM® 18.Use green or treated lumber es mayiposeceunacceptable ble o Min size shown is for crushing only. environmental,health or performance risks.Consult with project engineer before use. portions this design(front,back,words Indu 19.Review all pictures alone ANSI/Try StaNation andepictures)pof use.Reviewing(front, ANSI/TPiI: National Design Specification for Metal is not sufficient. Plate Connected Wood Truss Construction. DSS-89: Design Standard for Bracing. BCSI: Building Component Safety Information, M 20.Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. Guide to Good Practice for Handling, Installing&Bracing of Metal Plate MiTek Engineering Reference Sheet:MII 7473 rev. 10/03/2015 Connected Wood Trusses. MiTek MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 Re: 3410-A 10-22-15 951-245-9525 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.. P i Pages or sheets covered by this seal: K1487122 thru K1487139 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. � % PRp1 89782PE r 97 OREGON o� '9,y yjr PS. AUL R_ 21 16 Rivera,Mark October 26,2015 The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. This design prepared from computer input by Pacific Lumber and Truss-BC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TRUSS SPAN 8'- 6.0" Design conforms to main wplift at resisting LOAD DURATION INCREASE = 1.15 systemiand components and cladding criteria. LUMBER SPECIFICATIONS SPACED 29.0" O.C. h=l5ftr TCDa.2,cladding .0, ASCE 7-10, TC: 2x4 SUPPORT#1&BTR Wind: 190 mph, Enclosed, ,Cat 13CDL Exp•AS M7-10FRS(Dirt, BC: 2x9 KDDF #16BTR LOADING (All Heights), LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF load duration factor=l.6, 10.0 PSF End vertical(s)(s) are exposed to wind, TC LATERAL <= 12"OC. UON. DL ON BOTTOM CHORD = 92 0 PSF TOTAL LOAD = inu designed for wind loads U LATERAL SUPPORT <= have12"0 .been in the planes) the truss only. LL = 25 PSF Ground Snow (Pg)Unbalanced live loads have wall 000. considered for this design. able end truss on cicaltatuotudbverticals. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL s REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. _1x2 or equal typical TOPr-1e2 to equalTtys gable end detail for omplete specifications. ABSBOTTOM CHORD CHECKED FOR DSPSC LIVE LOAD. RE AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9-03 4-03 12 12 IIM-4x4 14.00 2 19.00 �► DESIGN ASSUMES SHEATHING TO ONE FACE. I o o � 1 0 I 5 ;C:1�R�fiFss 4 yc�1-00 .., I9 /p 1-00 8-06444 17 .7 89782PE c'' Scale: 0.3929 � -_^ JOB NAME: POLYGON 3410—A NH — Al `-.q ARGON ' -.. GENERAL NOTES, unless otherwise noted Q [}� rameters shown and Is far an individual G• ,y '(N WARNINGS: 1.This design h based only upon the parameters t and proper //91. �l \ 1(y+ building component.Applicability of design parameters ere 1.Budder and erection wrdndor snood be commences. of ad General Notes Incorporationingco of component hi the rodesign ary t the building designer. and Warnings before cendmdlon cammencae. _ �, til-'. Truss: Al 2.2a4 eompreedon rib Ming mud be Installed where Move 2.Designn.and stmfs0 trespectNely unless braced be Meir length by braced at stability donne construction o d ebeeming(TC)and/or drywad(BCI. 3.0th.responsibility temporary bredng lo maws sae eaous aneatHne nob as p6'^'e whero shown'« la me overall r of the ander.AddNofte eermened bracing of 3.2k Impact bridging or lateral bradne requireddhe contractor. �� 01 ns8dllry of the building dad ed 4.Installation of trees Is the responsibility of the roape y�] {�C�'+ .d - 26/202 tea load complete edto an ponent until ager d bradrq and EY\I-'d-lCa7, i.. DATE: 10/ 4.fe bed enawd •ean to any cam 8.Design assumes Wsses ere to be used In a nurworrodve environment, re 1 than and are for"dry condition"of use. M1a •�Shim ar wedge lr 6 K1487122 CompuT spasnoand at no limessumeenoy bade greater B. and are Mlbeanngdae supports + n�` SEQ.: denten bade be spoiled to env component. necessary. Mad. October 26,2015 LINK 6.C sbas,h tO control overand saames a mepeee responsibmm�ys.roe me 7 Design assumes adequate drainage a pow as I a so their center TRANS I D: fabrication,C taele,a shipment to t Installation ossa BOb 8.Pete{Shed be located on both faces of Wes,a pace 8 The design Is furnished sapid is th'gmdalbns sal forth by s. TPIWtCA in BCSI,copies of which will be furnished upon request. linescoincide with joint ce 9.Digits Indicate.be atplate in inches. MITek USA,Inc.ICompuTrua Software 7.6.7(114}E to.For basic connector plate design values sae ESR-1311,ESR-1988(MTek) LUMBER SPECIFICATIONS ` TC: 2x9 KDDF This design prepared from computer input by 9C: 2x9 KDDF al&BTRR1gBTR TRUSS SPAN Pacific Lumber and Truss-BC WEBS: 2x9 ROOF STANDIO LOAD DURATION INCREASE' 6.0" SPACED 2C.E" 1.15 IBC 2012 TC LATERAL SUPPORT <= Q.C.01-3= MAX MEMBER FORCES1- 53) 156 12"OC. UON. (-216) 121 5-6=(-182) 181 6- _ 4=1.00 BC LATERAL SUPPORT <- LOADING 2'3=(-295) 133 6-7=( -29) 91 1_1-(-292) 162 3-7=(-975) 192 ~ 12"OC• DGN. LL( 25.0)+DL( 7.0) ON TOP CHORD = 3-q=( -6) 146 6=( -53) 156 OVERHANGS: 0.0" DL ON BOTTOM CHORD = 32.0 PSF 6-2=( -66) 99 12.0" 10.0 PSF 6-3=( -73) 153 TOTAL LOAD = 42.0 PSF BEARING LOCATIONS MAX VERT MAX THORZ ION LL = 25 PSF Ground Snow -= _ REACTIONS REACTIONS S/ZEBRG REQUIRED BRE AREA 0 7'- 6.0" -46/ 512V -219/ 19 OH SQ.I0.82 (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6 0" -66/ 512V5.50" 0.51 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, 0/ OH 5.50" 0.82 ROOF ( 625) BOTOM CHE SF CHO D TRCFOR PACT LIVE LOAD. TOP NON-CONCURRENTLY. ANDBOTTOMCHORDLIVE LOADS COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.001" @ 8'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ 8'- 6.0" Allowed = 0.133" 3-03 4-03 MAX TC PANEL LL DEFL = -0.095" @ 5'- 3.3" Allowed = 0.380" MAX TC PANEL TL DEFL = 0.152" @ 5'- 1.7" Allowed = 0.570" 12 19.00 M-4x6 12 MAX HORIZ. LL DEFL = 0.001" @ 7,_ 7 'Ccj MAX HORI Z. TL DEFL = 0.001" @ 7,_ 9.3 2 Q,Q^ 19.00 9.3" AK � Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ,,, (All Heights), Enclosed, Cat.2, load duration factor=l.6,lExp'B' MWFRS(Dir), End vertical are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x9 r I- 0 M-3x9 j * N I iice 5.-�� M-1.5x3 6 =� M-3x8 M-1.5x3 3-03 9-03 PRope 7-06 1-00 JOB NAME ; POLYGON 3410-A NH - A2 `t` 9782PE 9-` Truss: A2 WARNINGS: Scale: 0.3413 I.Builder and erection contractor should be advised of all General Notes GENERAL NOTES, 'dr' and MAmlnpa beer,conNngbn cont unless otherwise noted - � 7 This design is based only upon the parameters shown and is for en indMdual 2 andcompne°Ion web bracing must be installed where shown a. building component.Applicability 3.Additional temporary bracing to Insure stabil dining con of design parameters am proper mearoantron or component Is here C e DATE: 10/26/2015 h 2,4 compression stability a sirudwn z Dentgneawmeatnelopandboudttom eosiMMYa.arms as®nen. �r�"j��f(� responsibility of the engo,Additional permanent bracing of D s i end asat sumes ohe respectively 'ice" v � G N(`„Aye SEQ.; K1487123 MovenpququreIstheresponaleggyofintbupdigdesigner. unlessbracedthroughouttheir length by (+ 4.No bed should be applied to any component until after all bndnp and S.2ttlmpad bridging Is he rel bracing resuch as quired Ithehwhpects,coni a �� . la sw• TRANS ID• LINK hsanenerocompleteemelnetimeshouManyhad. 4 Inehpallano/luuls8nro drenmenc). desgn loads be applied to any component. Onater than s Design bar dg eb f u,a pty of r°6p°dtye contractor. �,y q ( '` 8.Cmnpu7rua Ws m control over and assumes no responsibility and are lar"d trusses aro to be wed in°noncorrosive enWronment /a.j s h ticapon,handlin8, end Installation of cont hr Me O.Design asw a 1W:bearing at use. supports 8.This tlesipn la furnished lingshipment subject components. necessary, shown.Shim or wedge if Camp CAM SCSI,copiesk I is ms limitations set forth by 7.Design assumes adequate drainage is 1��a 12/31/2016 )�j ) of which MR be furnished upon request. Q pates mall be located on beth faces portruss,end placed so their center '` ' Ga7, C/J 1 ' a't L's Mfiek USA,Inc,/CompuTrus Software 7.67(1L}E tinea coincide with pint center lines. October 26,2015 6 9.Digits Indicate size Opiate In Inches 78.For basis connector plata design values see ESR-1311,ESR-7888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC IBC 2012 MAX MEMBER FORCES 4WR/DDF204,1 1-2=( 0) 86 6-BER 2) 151 2-6=(- 6.0" 6-/DDF/C1) 292 RAT SPANNINCREASE 1-2=(-110) 180 3-7=(_201) 2599 LOAD DURATION O.C.C 1.15 2_3=(-113) 87 6_4=(_141) 92 00 LUMBER SPECIFICATIONS SPACED 24.0"NGO4_5=( -52) 8 WE 2x4 KDDF STANDT&BTR BC: 2x4 KDDF #1SBTR LOADING REQUIRED BRG AREA WEBS: 2x9 KDDF LL( 25.0)*DL( 7.0) ON TOP CHOAD = 32.0 PSF MAX HORZ BRG 10.0 PSF gEAAING MAX VERT DL ON BOTTOM CHORD = 42 0 PSF REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)625) 84 TOTAL LOAD = LOCATIONS -3 R/ I3NS -196/ IONS 5.50" S0.70Q.S KDDF TC LATERAL SUPPORT <= 12"OC. UON. p'- 0.0" OH 5.50" 0.74 KDDF ( 625) BC LATERAL SUPPORT <= 12"OC, UON. 7'- 6.0" -317/ 463V 0/ OVERHANGS: 12.0" 3.0�� LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGEupliftsf) at 24 c pac'ng equal at non-structural LIVE LOAD AT LOCATIONS) SPECIFIED BY INC 2012. OND. 2 Design checked for >=l R M-1.5x4 or members THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. Ty y/180 vertical members (uon) VERTILAL DEFLE-TION LIMIT-: LL0/O"N,Allowed = 0.100" MAX LL DEFL = -0.001" @ -1' 0.133" - MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.025" MAX EP DEFL = 0.000" @ 1'- 0.0" Allowed = 0 133" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 3-04-04 9.0" Allowed = 0.329" 4-01-12 MAX BC PANEL LL DEFL = -0.091" @ 3'- 9 0" Allowed = 0.438" MAX BC PANEL TL DEFL = -0.213" @ 12 M-1.5x3 s MAX HORI Z. LL DEFL = -0.001" @ 7'- 2.5" 14.00 MAX HORIZ. TL DEFL= -0.001" @ 7'- 2.5" M-3x5 �Ij y Design conforms to main windfoxce-resisting I!'' system and components and cladding criteria. M-1.5x4 Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (A11 Heights), Enclosed, Cat.2, Exp. ,__, +,+ load duration factor=l.6, d to wind, Only left end vertical is expose M-3X5 Truss designed for wind loads M-3X9 in the plane of the truss only. 3 J� eC M-2 5x4 or equal at non-structural diagonal inlets. TRUSS, Truss designed for 9x2 outloo kers. 2x9 let-ins of the same size and grade as structural top chord. Insure tight fit at each end of let-in. Outlookers must be cut with care and are permissible at inlet board areas only. M-1.5x3 /LOMMMOMMOMMWMWMMMial 0 6 M-3x9 M-3x4 GIN E'::ty / `44 17 1-00 7-06 0-03 89782PE t f A 3 Scale: 0.2809 ►• , MINI JOB NAME : POLYGON 3410-A NH - y, OREGON �,� q GENERAL NOTES, unless enthe tae ironed, '9,9. �� P�� 1. ER L Ngn h.sed unly ss ootherwise a parameters shown antl la mr an Individual WARNINGS' buMlrg component ADpllcablltty of tlesisn barometers antl proper 1,and W rani erection condor Mould be ncelsatl a(al General NatesIncorporation of component Is the responsibility of the building designer. end Warnings before construction commences. 2.Design assumes the top and bottom chords to be laterally braced at Truss: A3 2 Addh ttWmps .brudngmusure mwlleduring.ehovm+. I braced throughout Mary le th y 244 brocing b Insure alablipy during cenelruMon T o.c.and at ea c.c.such as unlees sheathing(TC)andlor d A( ) A i the to l temporary erector.Adddbnal permeneM bradf9 al contlnwus sheathing such es ptyvmo d contra Macon++ lameeapo structure la 3.2a lmped bridging or lateral bre4nbgPre4ted where ahoceMrador. �� the overall etrudura Is me responsibility of the budding after dealgner. 4.Installation of was is the responsibility ofEXPIRES: p Cc UL 10/26/20154 A No load Mould be applied to any component until ail bndng end 5.Neth assumes s seee ars to be used In a non-corrosive c ntractenvironment. GXr R CJ, DATE: greater and are for"dry condition"of we. ns Moven,Shim or wedge If �•a .7 6 REQ.: ID: asteneroarocemocotold etrronda'meanybad.greea 6.DaltonaswmesMIOeadngatailwppoOctober 26,2015 eesignloadabeapplaat.anyd component. nese T RAN S I D: LINK s.(e a n,has n.. ipme over and assumes no componlens for n. T.Design ssumes adequate drainage Is provided. la4a design handling.edID )e end he limitations of components 6.Mates shag be located en both faces of truss,and placed so their center 8.114a design is furnished eeblad to the dmdadons Bel lobyB. rungs celdicat with lofpld ateIntnche. TPIMSCA In SCSI,copies of ahkh will be Swished upon9.DIessain Indicate sire of plate to Inches. ESR-1311,ESR-1988(MITek) MITek USA,Irw./CompfTrus Software 7.6.7(1L}E 10.For basic connector plate design values see LUMBER SPECIFICATIONS TGA 2x9 KDDF #156TR This design + BC: 2x9 KDDF #1fiBTR TRUSS g prepared from computer input WEBS: 2x9 KDDF 7�- 6.0" Pacific Lumber and Truss-BC by LOAD DURATIONRUSS SPAN INCREASE' = 1.15 TC LATERALSPACED 29,0" 0.C. IBC 2012 W LATERAL SUPPORT STAND 12"OC. UON. MAX MEMBER FORCES 1-2=( 0) 86 6-7= 9WR/DDF/Cq=1.00 <= 12"OC. ION. LOADING 2-3=(-113) 180 (-152) 151 2_6_ OVERHANGS: LL( 25.0)tOL( 7.0) ON TOP CHORD = -(-201) 259 12.0" 3.0" DL ON 32.0 PSF 4-5=(-152) 87 6-3=(-941) 1292 84 BOTTOM CHORD = 10.0 PSF 9'S=( -52) 9 3'7=(-391) 344 TOTAL LOAD = 42.0 PSF 7'9=(-147) 189 LL = 25 PSF Ground Snow = BEARING MAX VERT LOCATIONS MAX HORZ ERG REQUIRED ERG AREA BOTTOM CHORD CHECKED FORREACTIONS REACTIONS LIVE LOAD A 20 FIE LIMITED STORAGE 0 0 0 -37/ 939V SIZE SQ.IN. AT LOCATION(S) SPECIFIED BY 7�- 6.0" -196/ 390H 5.50" (SPECIES) THE BOTTOM CHORD DEAD LOAD IS IBC 2012. -317/ 963V 0/ OH 0.70 KDDF ( 625) A MINIMUM OF 5.50" 0.78 KDDF ( 625) 10 PSF. 9-01-12 OND. 2: Design checked for net 3-04-09 psf) uplift at 29 "oc VERTICAL DEFLECTION LIMITS: LL=L/240, TL_ spacing. 12 MAX LL DEFL = L/180 19.00 M-1.5x3 6 MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX LL DEFL = 0.000" @ 0,_ 0.0" Allowed = 0.133" MAX IL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = MAX BC PANEL LL DEFL = 9.0" Allowed = 0.025" MAX BC PANEL TL -0.211" @ 3' 9.0" 0.033" DEFL = -0.213" @ 3,_ Allowed = 0.329^ 9.0" Allowed = 0.938" MAX HORIZ. LL DEFL = -0.001" @ 7'- 2 5" MAX HORIZ. TL DEFL = -0.001" @ 7'- 2 5" Design conforms to main windforce-resisting system and components and claddinWind: 190 m 4 criteriaPh, h=24.9ft, TCDL42BCDL60ASCE 7-10, (All Heights) Enclosed, Cat.2, Exp.B, MWFRS(Di )load duration factor16Only left end vertical is exposed to wind, Truss designed for wind loads in the plane of the truss only, fM/4f M-3x9 '^7 M-3x9 1-00 PO ROPe„ 7-06 0-03 ,C.-44ENGIN PINiS,© JOB NAME: POLYGON 3410-A NH - A4 mak, Truss: A4 WARNINGS: •9782PE " 7.Builder and erocgon contractor should be advised of ep General Notal Scale: 0.2951 ' and Wr and oadlora cotractor shoo GENERAL NOTES, unless he parameters ,�./ all Z.1x4 compression mmences. I.This design h based on u ^�� P nWeb bracing mus be b installed wale building component.only pen IM design shows and N for en individual DATE: 3.Additional temporary bracing to Insure stability re shown ti. Incorporation or com Applicability nent Is m a a perome bu pro " 10/26/2015 Is the responsibility Bydueng conaruMron 2.Design eswmgihetap arts bottom chords responsibility bth 89 ybreced et berSi / Try of me erector,gtldl8onal permanent bracing of D o.c.end u e o c.respectively b unless ds to b laterally their by r, •7 Y. K I ,q . SEQ.: K 19 8 712 5 he overall anxluro Is the rcapom billy of the building deagner contd....ne.mh 'V 4.No bad should be applied to any component aril after all bracing Beer as TENS I1; LINK No bad are bea partatno time ones any bads gend 3•2Insd Impost ion or or lateral bracing ad sheathing(TC)respective espe ti anderactor.(BC) � fastendeFign ers bemgete aan greater than 5.Design iassu es trusses re is be used ha re corruded where oecontviron it �PAUL � � � ition"of use. 5.C ycomponent. 5.end are assumes r"dry Imesenare to be usedhanonco /"' (l\ ompu7rue has no control over end assumes no res 6.necessary.Design ry. es IWlapearinp at al supporta non-corrosive environment, . 0 V fabrication.hendllnp,shipment and Installation of components.na1011dy Dr the O.Thh design Is ndErg s subject a the limitations eel forth by Des igna s sporta Mown,Shim or wedge If TPIANICA In BC51,coT.ines coincide be h joints center lines.Ie pss,a. EXPIRES: plea o/xftoh nip be fern s set upon request 5.phha snap be sated an both laces of Iruea,and 0 MITek USA,Inc./Compulps,BofMare 7.6.7(1L}E pnee coindde WRh Jolts center linea. placed ao tneb center 12/31/20161 9.ForDigasic conate eke ofph design hal October 26,2015 GV V le For beat connector plate design values see ESR-7311,ESR-1988(MITek) This design LUMBpreparedER-BC from computer input by sf) checked fornett e uplift at 24 oc spacing. OND. 2 Design y 0"• Design conforms )to- mai wa df rc r si ting TRUSS SPAN 14'- system and components and cladding criteria. LOAD DURATION INCREASE = 1.15 TCDL=4.2,BCDL=6.0, ASCE 7-10, SPACED 00REA O.C. Wind: 140 mph, h=23.5ft, Cat.2, Exp.B, MWFRS(Dir), LUMBER SPECIFICATIONSEnclosed, TC: 2x9 KDDF #1fiBTR LOADING (All Heights), BC: 2x4 KDDF #1sBTR +DL( 7.0) ON TOP CHORD = 32.0 PSF load duration factor=l.6, LL( 25.0) BOTTOM CHORD = 10.0 PSF Truss designed for wind loads TC LATERAL SUPPORT <= 12"OC. UON. DL ON42.0 PSF in the plane of the truss only. BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = LL = 25 PSF Ground Snow (247 earing wall UON. able end truss °nt atustudous b verticals. -1x2 or equal typicalend detail for LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIALREQ •efer to CompuTrus BOTTOM TS OF IBC 2012AND IRC 20NOT BEING MET. efer to CompuTrus gableabs. BOTTOM CHORD CHECKED FOR DSP SC LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 7-04-08 7-04-08 12 12 I IM-4x4V14.00 3 14.00 , 2§44111111111111111111111111111111111i I' i iuiiii. o M-3x4 ��c,Q PROFFOs, M-3x9 co- ENGIN 6R ip9 1-00 897822E c". 14-09 • 1-00 d j B 1 Scale: 0.2919 3 410—A NH — ,(yy`-'y,�,/c��REGC�N�d'� �- JOB NAME : POLYGON GENERAL NOTES, udewohe vdsa stn i11 C//I Aj� 1.This design la based only upon the parameter.show:and Is Mr an individual arameters and proper7"'„ ""1 fl 1 „A `(/ 43 WARNINGS: building caro osspof co Applicability et design AIH of the building designer. , ,�� 1.Budder and,be.conbadorshouldbeadvbed of aN General Nolea oralmnofamponeMbiity of braced al `, ��I'�. an compression on we gracing u t be Metall. 2.Design mamma me lop and bottom chords to be laterally v • Trus s B 1 3 Add wmaltsmpo mob racing mus b°tamlad where shown construction T e.c.and al 10 0.0.respectively unless hee braced throughout and/or rywa(Y BC y J.Is r Mtemporaryt the ertomadesamlllprmnga continuous sheathing such a°pfynco white pWVTr nsibtur of the.radon.Addty of t permanent bracing of 3 Tr Impact bridging or lateral bracing requiredfv'a/'{{ IC Me reapo responsibility of building designer. 4.Installation of hues la the at bracing of the respective contractor. EXPIRES: 12/31/2016� �/4v 1�i the overact shostruld dura Ice toe p m until after NI bracing and 5.Design assumes s Is the ars to responsibility used In a respective conractor. rat lJ 10/26/2015 4.Noroaeahodabe.e1 oamar°Po° and are for"drycondgron"of use. DATE: t and.verandeanum no resp°graeittman B.Design stroma.Mlbearing tnsa ppotsshown.Shim orwedge ll October 26,2015 KD.8LIN6 d".43 fasteners Po" envamw*"' SEQ.: design mad°a sing a assumes adequate drainage la provided. d their comer 5.This ma has no control over is aesumsa a responsibility br lhs T D riga aro TRANS ID: LINK B.Flats°shall be mated on both taawftruss,and placed ' Wootton,henllrp,shipment end installation al components. Ynea alncide wgh trim ceder Elms. 8.TMs design I°wiggled co sublet tome ill be furnished tel loth by 9. O4IU Inial°.te of pia Esso values we ESR-1311.ESR-1989(MITek) TT&UAm SCSI, p TtwhkhftAbr Nmlshnupon request. 10.For basic connector plate MRek USA.Inc.IComDuTrus Software 7.6.6(1L}E LUMBER SPECIFICATIONS r TC: 2x9 KDDF This design prepared from computer BC: 2x9 KDDF #16HTR TRUSS SPAN Pacific Lumber and Truss-BC input by #16BTR 19'- 9,0" WEBS: 2x9 KDDF STAND LOAD DURATION INCREASE SPACED 29,0" 0.C. 1.15 IBC 2012 TC LATERAL SUPPORT <= MAX MEMBER FORCES 9WR/DDF/Cq=1.00 12"OC• 00N. 1- 4=( 0) 86 2- 8=(-73) 426 3- BC LATERAL SUPPORT <= 12"OC. UON. LOADING 2- 3=(-620) 187 8- 8=(-235) 259 LL( 25.0)+DL( 7.0) ON TOP CHORD = 3- 4=(-481) 247 6-(-62) 335 8- 9=(-235) 456 OVERHANGS: 12.0" DL ON BOTTOM CHORD = 32 0 PSF 9- 5=(-481) 247 8- 5=(-235) 259 12.0" 10.0 PSF TOTAL LOAD = 42.0 PIF 5- 6=(-620) 187 6- 7=( 0) 86 LL = 25 PSF Ground Snow (pg) LIMITED STORAGE DOES NOT APPLY D ( g)TO THE SPATIAL BEARING MAX VERT REQUIREMENTSIOF IOC 2N T AND IRC E0 T2 NOT BEING MET. LOCATIONS REACTIONS MAX/ HORZ e.5 REQUIRED BRG AREA 0'- 9.0" -134/ 734V REACTIONS SIZE (SPECIES)5 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 19 9.0" '139/ 733V -261/ 2616 5.50" 1.17 KDDF AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0/ OH 5.50" 1.17 ( 625) ROOF ( 625) OND. 2: Design checked for net(-5 psf) uplift at 24 "oc 7-04-08 VERTICAL DEFLECTION LIMITS: LL- spacing. 7-04-08 MAX LL DEFL = -0.002" @ -1._ -L/290, TL=L/180 3-08-12 3-07-12 MAX TL CREEP DEFL = -0.003^ 0.0" Allowed = 0.100^ 3-07-12 3-08-12 MAX LL DEFL = 0.010" @ 7,- 0.0" Allowed - 12 9.5" Allowed = 0.133" MAX LL DEFL = -0,002" @ 15'- 9.0" Allowed 0,692^ 14.00ri7 M-4x6 12 MAX TL CREEP DEFL = -0.003" @ 15'- 9.0" Allowed = 0'100" MAX BC PANEL TL DEFL = -0.028" @ 11'- 9.4" Allowed = 0.439" 4.0" N19.00 0.939" 9 MAX HORIZ. LL DEFL = MAX HORIZ. TL DEFL = 0.005" @ 14'- 3.5" * 0.007" @ 14'- 3.5^ Design conforms to main windforce-resisting system and components and cladding criteria. wind: 1901 mphts h, 3.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, g ), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=1.6, M-1.5x3 Truss designed for wind loads M-1.5x3 in the plane of the truss only. 0 - ,4IP4 . M-3x9 M-3x8I 0 7-09-08 7-09-OB 1-00 PR 19-09 �v0 PRO, 1 00 S 614GIMVF e(();" JOB NAME : POLYGON 3410-A NH - B2 ' 8•782pE f` WARNINGS: Scale: 0,2539 Truss: BZ 1.Builder and erection contractor GENE and Warnings before conehuc commences. of el General Notes GENERAL NOTES, unless otherwbe rated: I.This design Is based only upon the parameters allows and Is for an Individual 2.2x4 compression Web bracing moat De installed where show�, lording component.A , - a 3,Additional tem Incorporation of componentApplicability of design parameters and proper tr temporary bracing to Insure stability during construction C,.a' DATE: 10/26/2015 kmere2.Deggneawmsatnepandbattamaeomletoeemyiarbawydnre.e.°^e1 ',) "'�-y(p� U'`�N r�� responsibility al the erector.Additional permanent bracing of Design asat 10'sumes the toprespe bottom uMeeadsto beTE)ghomracer lengihby it [y SEQ.: K 14 6 712 7 the overall structure Ie las responsibility of the burdbp designer. 25 Impact ..non...sheathing such I b elytwoe oared mere throughout tt tlryweg(BC). 7 9. �.: \+ 4.Ne bed should be applied to any component untN after all bracing and jGga7 Y �5 TRANS I D; LINK hdenen aro complete end at no time ahouW any loads 4.Installation of 3 2a Impad bndging or lateral bracing required where Mown a `I greater than 5 end.rc Br dUetam a51 responsibility of Me respective comndol. 1 design rs loads be complete to any component.sho AUL {� 6.Compu7nn hes no control over end assumes no roeend are for dry condition of use.be used Ina Mn-corrosive envlronmant /'i `` febncetbn,handling,shipment and Installation of components.responsibility br the 8.Design aceea awmee full beanng ai aA supports B.Thisdesign iris nocodsoloedtothessuesna retlonsbyassumes rovshown.Shim or Wedge If 6 iFIANI'CA In BCSI,co T.Design mea adequate drainage is provided, pies of which will be furnished upon request. 8.InesPlates incl be locooed int center both faces of truss,and placed so their center EXE IR ES: 12131},2p-� MiTek USA,Ino/ComowTfoe So 9.Digits indicia a rite de with of piste in Inches. October Software 7.6.6(1L}E 26,2015 10.For basic connector plate tleslgn values Co.ESR-1311,ESR-7888(Mliak) This design prepared from computer input by PACIFIC LUMBER-BC INC 2012 MAX MEMBER FORCES 9WR/DDE/Cq=1.00 6010) 1394 1- 6=(-834) 3572 1- 2=(-6010) 1344 4- 8=( -624) 2930 (-830) 3550 6- 2=( -626) 2930 4- 5=(-6010) 1394 19-09-00 GIRDER SUPPORTING 39-05-00 1- 2=(- 520 2- 3=(-3954) 1006 6- 7= 746) 3550 2- 7=(-1718) LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 (Non-Rep) 3- 9=(-3954) 1006 7- 8-( 750) 3572 7- 3=(-1454) 5668 TC: 2x4 KDDF STANOl LOADING 4- 5=(-6010) 1394 8- 5=(- 7- 4=(-1718) 520 gC; 2x6 KDDF #1sBTR LL 45 PSF Ground. PLF w 0'- 0.0" TO 14'- 9.0" V REQUIRED BRG TC LATERAL SUPPORT <= 12.0C. UON. WEBS: 2x4 KDDF STAND; 50.p)+DL( 14.0)= 9.0" V MAX VERT MAIC HORZ BRG 2x6 ROOF #2 A TC UNIF LL( 805.8 PLF Cl'- 0.0" TO 14'- BEARING REACTIONSAX SIZE REIN. (SPECIES) AREAS) gMITED T(STORAGEDO 338.0)- LOCATIONS REACTIONS BC SNIP' LL( p._ 0.0. -1447/ 6414V -228/ 2288 5.50" 10.26 RODE BC LATERAL SUPPORT to 12"OC• UON. 14'- 9.0" -1497/ 6419V 0/ OH 5.50" 10.26 KDDF ( 625) LIMITED DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. complete trusses required. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP sf uplift at 24 "or spacing. I' ( 2 ) 1 with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. checked for net(-5 p ) Join together 2 ply OND. 2: Design TL= nails staggered t: VERTICAL DEFLECTION LIMITS: LL=L/290, 80 I 9'• oc in 1 row(s) throughout 2x4 top chords, 7'- 9,5" Allowed = 0.692" f 1,/ 6" oc in 2 row(s) throughout 2x6 bottom chords, MAX EP DEFL = -0.071" @ 7'- 4.5" Allowed = 0.922" throughout 2x4 webs, MAX TL CREEP DEFL = -0.071^ @ �� 9" oc in 1 row(s)s) throughout 2x6 webs. = 0.012" @ 14'- 3.5" 9" oc in 2 MAX HORIZ. TL DEFL 3.5" MAX HORIZ. LL DEFL = 0.012" @ 14'- 7-04-08 7-04-08 3-10-08 4-00-09 Design conforms to main windfozoe-resisting 3-06 3-09-09 system and components and cladding criteria. 12 h=23.Sft, TCDL=9.2,BCDL=6.0, ASCE Wind: 140 mph, E6 Or 7-10,F -( 12 M-4x6 14.00 (All Heights), enclosed, Cat.2, load duration factor=l.6, 14.00 9.0'• Truss designed for wind loads Ai 3 in the plane of the truss only. I�� 14-4X12M-4x12 2 M-1.5x3 M-1.5x3 I n jlt '( o 1,Ammiallommmillet•M-4x10 M-3x8 M-7x10 M-3x8 M-4x10 e, PR r� N.yG,INE .• `S/0 3-10-08 3-06 3-06 3-10-08 89782PE 19-09 ��+%� B 3 Scale: 0.2691 v h JOB NAME : POLYGON 3 410-A NH - y,�OREGtN[y�'` er GENERAL NOTES, unless othenase noted. /. (,r 1.TMs design Is based onty upon the parameters shown and Is for an individual -9,5, � 4/N WARNINGS: GENERAL component.Applbpon of aralm paramem and proper "l t.Budder and•radion contractor should Be advised of aN General Notes building empo component the responsibility of the budding designer. /y ;�\ Inerpotalbn of em �t /d y A and Warnings before construction commences. �"1 mud be installed where shown+. 2 Design nd at 1'the Ire end respectively unless braced throug o eir length by Truss: B 3 7,yrs compression arab bracing construction 7 o.c.end et 10'o.c.raapedwelY a ahee hln9 TC)endbr tlrywaN(BC). bracingto Insure stability p rm ng co nanuous sheathing such as plywood 3.Additional tempora"of erector.Additional permanent pacing of e where shown, is the era ll structure o 9 signer, 3.2,Impact bridging or lateral bracing requirede where contractor. �� 4.Installation of Wes Is the responsibility o the overall 000 b the sany comb of the budding after all bracing and 5.Design.n of truss trusses the are to be used Be non-corrosive enactor. ' EXPIRES: - DATE: 10/26/2015a.No baa.noNdeappliendat00empon. and 495ee•mestncondition.'ofuse. • K148"]128 faoenuTnGhaS complete and verandessumeshould any loads greater than 5.Design assumes NN bearing at all supports shown.Shim or wedge if October 26,2015 SEQ.: design beds be applied to and component. necessary. CornPu LINK 5.fabrication. has no control over and staiNso no responsibility for thew T Design assumes adequate drainage is provided. TRANS I D: fair is a4g,is furnished ur is.edlsubje and the 9e6aon of components. 8 Plates shall be located on both faces of truss and placed so their enter 8.11/W1CA BCSI,lwdeubofdta0or!Ba limitationssetupon penrh by linea coincide with loll center lines. _ ITek CA in BOSI,copies of width will be furnished upon request. 9.D19Na mdlcate size of pBta b inches. MRek USA,Inc./CompuTrus Software 7.6.6(1L}E 1o.For bsoc connector plate design sables we ESR-131 t.ESR•t955(haTek) This design prepared from computer input by LUMBER SPECIFICATIONS PACIFIC LUMBER—BC TC: 2x9 KDDF #16BTR TRUSS SPAN 39'— 5.0" BC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 Desi ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. SPACED 29.0" O.C. TC LATERAL SUPPORT <= 12"OC. DON. gn conforms to main windforce—resisting BC LATERAL SUPPORT <= 12"OC. UON. LOADING system and components and cladding criteria. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=29.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, IL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PIF Unbalanced live loads have been considered for this design. load duration factor=1.6, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. I AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY, Refer to specifics gable end detail for complete specifications. ,( 19-08-08 13-01-12 6-06-12 f 19-08-08 12 I I 6-o6-1z 4 13-01-12I 7.00 1 I IM-4x4 12 I WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP 3 OF A BEARING WALL SITS NEXT TO SCISSOR TYPE TRUSS(ES), �� D 7.00 A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS DUE TO THE LACK OF LATERAL BRACING PROVIDED BY A RIGID CEILING AT THE TRUSS DESIGNER ASSUMESINO RESPONSIBILITY M-3x5(5) PONT.THENGE FOR THE DESIGN OF THE LATERAL BRACING TO THIS HINGE M-3x5(S) CONNECTIONMUSTBEOBTAINED SATUATION.COMPETENTRELATIVETOTHEPROPER PROFESSIONALLATERAL ADVICE +� Ii!iiiiiiii111 . BRACING TO THE HINGE CONNECTION SITUATION. y -iiiiiillii I 111111111iikii. • ,,,, , ,o w M-3x4 M-3x5(5) Y. Mk P. o I o M-3x9 19-08-08 i P( A 19-08-08 1-00 39-05 \5�... �^a�'{ �V �'0 1-00 JOB NAME : POLYGON 3410—A NH — C1 �w 8.782PE vr- • • Scale: 0.2151 / •.) ` WARNINGS' GENERAL NOTES, odess othercclae noted. I/ Truss: C I. I.Builder and erection contractor should be advised of ell General Notes and wider and...don construction commence. 1.This design is based only upon the parameters shown and is for an Individual ‘,4,, �S''" 11) 2 9x4 Warnings web bred building component.Appllubllity of design parameters and proper 7 �, �©� ryas, rp must be installed Where shown+. Incorporation of component le the responsibility of the building designer. V '.. 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chaste to be laterally baud at L� �7., DATE: 10/26/2015 Is the responablNbj of me arodor.Additional permanent bhang m 2 o.c.and at f O o.c respectively unless braced throughout their length by �� 4'7.y . !,,'C the overall structure Is the responsibility of the building designer. 2x Impact sheathing such es plywood aired ng(TC)and/or drywe.(BC). V SEQ.: K1487129 4.No bad should be applied to any component until after ailbretl 3.ialmpedbriItoa orlelerelprsdn9tygofthewhpreShawnv• e p i� fasteners ere complete end et no tins should anyroads ng and 4.Inatalletbn of is the eraresponsibilityIn f the respective contractor. Us TRANS ID: LINK design pads be applied to any cont greater than 5.Design assumes trusses are to be used in noncorrosive environment, 5.CompuTrus has no control over and assumes no responsibility ler the and are ler"dry condition"of use, e.Design assumes MI bearing at 5g supports Mown.Shim or wedge If fabrication,handling,shipment and installation of components. DecaNry, EXPIRES: �. ��. � � � 8.This sledge Is furnished subject to the limitations eat forth by I.Plates assumesgaded on drainage Is truss, TPbWTCA in SCSI,copies of which will be furnished upon request. 8.Plates coincide be located on centerelines of truss,and plead so their center October 26,2015 4 ones ulndda vias Joint linen. MITek USA,Inc./Compnlrus Software 7.6.6(1L}E 9.Digits indicate sire of plate In inches. 70.For basic connector plate design values see ESR-1311,ESR-19813(MITek) This FIC designLUMBER-BC prepared from computer input by PACI IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TRUSS SPAN 39'- 5.0" 1- 2I( 0) 57 2ESBE(-FOR) 2318 /DDF/C-291) 218 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 2- 2=(-2650) 557 12-11=(-373) 1927 10- 4-) -39) 557 TC: 2x4 KDDF k16BTR SPACED 29.0" O.C. 3- 3=(-2655) 545 10-11=(-230) 1806 0-14-)-739) 557 BC: 2x4 KDDF #1fiBTR 4- 5=(-1698) 498 12- 8=(-383) 2168 11- 5=(-312) 1306 WEBS: 2x9 KDDF STAND LOADING 5- 6=(-1698) 498 11- 6=(-795) 289 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 6- 7=(-2398) 495 1-16=( -39) 558 TC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PIP 6- 7=(-2398) 595 12- 2=(-239) 218 BC LATERAL SUPPORT <= 12"OC. DON. TOTAL LOAD = 42.0 PSF 8- 8=( 5) 57 OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 FIE LIMIT ED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TILOAD AT LOCATION(L) SPECIFIED BY IBC 2012. 0'- 0.0" -293/ 1769V -276/ 276H 5.50" 2.83 KDDF ( 625) THEE BOTTOM CHORD DEAD LOAD ISS AI MD A MINIMUM OF 10 PSF. 39'- 5.0" -293/ 1770V 0/ OH 5.50" 2.83 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TLCREEP DEFL FL = -0.128"@ 19'- 8.5" MAX Allowed = 0.133" AAllowed = 1.925" MAX TLMAAXELL DEFL = -0.002" 0 40'- 5.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 90'- 5.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.060" @ 38'- 11.5" MAX HORIZ. TL DEFL = 0.099" @ 38'- 11.5" 19-08-08 19-08-08 f Design conforms to main windforce-resisting 6-05 6-05 6-10-09 system and components and cladding criteria. 6-10-09 6-05 6-05.� '� ,� Wind: 140 mph, h=29.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 4 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M-4x6 Q 7.00 load duration factor=1.6, 7.00 Truss designed for wind loads 9.0" in the plane of the truss only. 5 .f-,( M-5x6(5) \1 M-5x6(5) 0.25" 0.25" 4 6 M- . x3 )5x3A15 u1 �o `,,2 ,... \ All1111111111"..... o / M-3x9 .25" M-3x9 M-3x6 to r r'( OFe o -3x6 M-5x8(S) y • ,AG.INEFR / y y 10-01-01 9 y 10-01-01 9-07-07 9-07-07 1..-00 �, 89782PE 1-- 1-00 39-05 �,/ � JOB NAME : POLYGON 3410-A NH - C2 Scale: 0.1901 NW WARNINGS: GENERAL NOTES, unless otherwlae noted ,d� "'.�t/� I EGON �4) 1.Butider and erection ceMrader should be advised of el General Notes 1.This design Is based onN upon the parameters shown and la bran Individual V If'1c end Warnings before censiruction commences. building component Applbeblllly of design parameters and proper �ay� A Pry r 4"l� Truss: C 2 Incorporation of component is the responsibility of the building designer. 77 l/ J Z.2r4 compression web bracing must be Installed where shoos"+. 2.Design assumes the top end bottom chords to be bterelly braced at 3.Additional temporary bracing to insure stability during seMhuHbn 7 o.c.end et 10 c.c.respectively unless braced throughout their length by PTA t la the responsibility of the erector.Addfbnal permanent bracing of continuous sheathing such es plywood sheathing(TC)and/or drywa8(BC). 1.• rt the overall alit Aure Is the responsibility of the building designer. 3.2n Impact bridging or iteral bradng required where shown+ DATE: 10/26/2015 1.3any component 4.Installation of truss is the responsibilty of the respective contractor. SEQ.: K1487130 4.No load should completebe eanbntadyloadsigeacinhand 5.Design assumes trusses are tobsusedInanon-wrroaiveenvironment nf ry# fasteneW are lie to no time should any bade greater than end are for'My condition'close. EXPIRES. �G/31 V 1� design Wada be aoossn to any component. 8.Design assumes MI bearing al a1 supports shown.Shim or Wedge if G/ TRANS ID: LINK 5.c,mpaTNehas nacontrol over and.ssamnner.aponalauyrorme nema.ary. October 26,2015 fnbrW.Non,handling,shipment and r etstletion of components. 7.Design assumes adequate drainage Is provided. 8.Thio design Ie furnished subject to the Ilmftatbns set forth by 8.Plates shall be located on both faces of pass,and pieced so their center TPWVECA In SCSI,copies of which Wig be furnished upon request. Ines coincide Oh joint center lines, 9.Digits Indicate size of plate M Inches. MITek USA,Inc.tCompUTrus Software 7.6.6(11)-E 10.For basic connector piste design values see ESR-1311.ESR-1888(MITek) LUMBER SPECIFICATIONS This design prepared from computer input by TC: 2x9 KDDF #16,BTR Pacific Lumber and Truss-BC 8C: 2x9 KDDF #148TR TRUSS SPAN 39'- 5.0" WEBS: 2x9 KDDF STAND LOAD DURATION INCREASE SPACED 24.0" 0.C. 1.15 IBC 2012 MAX MEMBER FORCES TC LATERAL SUPPORT <= 1- 2-) 0) 57 2-11=(-692) 3903 11- WR/D F/C - _ 2- 3= 9 D 9-1.00 BC LATERAL SUPPORT <= lZ„OC. UON. (-9596) 859 11-12=(-619) 3449 _ 3=('173) 1251 7-16=( -84) 664 OC. USE. LL( 25.0)+DL( 7.0)LON°TOP CHORD = 3- 4=(-2929) 569 12- ) 2470 12-12=(-990) 280 4-ING 5=(-2366 13=(-36016- 8=(_390) 247 OVERHANGS: 12.0„ DL ON BOTTOM CHORD = 32 0 PSF ) 551 19-15=( -10) 75 4=( 0) 365 12.0" 10,0 PSF 5- 6=(-2904) 711 15-16- 9-13=(-612) 148 TOTAL LOAD = 42.0 PSF 6- 9=(-1652 508 16- g=(-223) 1731 5-13=(-931) 1295 77 7- 8= ) (-376) 2167 13-15= LL = 25 PSF Ground Snow (Pg) (-2916) 570 ( 0) 94 8- 0=)-2650) 545 13-16=(-139) 1299 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9-10=( 0) 57 13- 6=(-385) 1177 LIVE LOAD AT LOCATION(S) 15- 6=(_132) 773 THE BOTTOM CHORD DEAD(LOADPIS IA IMI°NIMUMY BOF C 2102PSF. 5- 7-(-730) 287 BEARING MAXREA TIOT LOCATIONS MAX HORZ BRG REQUIRED BRG AREA REACTIONS REACTIONS SIZE 0'- 0.0" -293/ 1769V -276/ 276H 2.83 F ( 25) 39'- 5.0" -293/ 1770V 0/ 5,50" 2.83 ( OH 5.50" KDDF 625) 2.83 KDDF ( 625) OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0,100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 19-08-08 MAX TLMAX PEEP DEFL = -0,;62., @ 13,_0''- 9" Allowed 0.4" Allowed _ 1.925" -09 5-01-04 5_03 19-08-08 MAX LL DEFL = : : : ,_ - 2.567" MAX TLEFL = - ,_'1.169" @ ;g._ 11.5" 47.00 6 �f.,4-7( Design conforms to main windforce-resisting 6.0" it M-SX6(S) system and components and cladding criteria. Wind: 140 mph, h=24.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, M-1,$X3 0.25" (All Heights), Enclosed, Cat,2, Exp,B, MWFRS(Dir), load duration factor=1,6r M-5x6(S) Truss designed for wind loads in the plane of the truss only, S. 0.25" 4 el M-1,5x3 M-3x6 3 u7 M-3x8 1 � `C: 4i M-5x8 M-3x9 r 13r^---�-� 0 0 l4 15 u) o M-6x8 15 !]3.75 0.25" +`0 I 12 M-1.5x3 M-6x8(S) M-3x4 M-3x6 I 2-05-08 5-01-04 5-06-08 6-07-09 1-021-OS-08 9-08-05 10-00-03 10-06 26-05-08 1-00 NGINF�;p `rip JOB N 39-os 897828E E : POLYGON 3410-A NH - C3 r` Truss: WARNINGS: Scale: 0.1400 C3 7. WARNINGS: raM eroctbn contractor should be advised of ap General Notes GENERAL NOTES, .-fie a aI Warnings berate conI.This design Ic based only otherwise rated: 2.a cont bracing commencesN upon the parameters Mown and is for an Indlvldual compression wpb b ctrl must be Installed Where shown+ balding componentApplicability of design parameter's and �••e' 3 Additional temporary bracing to Insure atebpllduring show cion Incorporation of component le the ro Proper �� ` DATE: 10/26/2015 la the responsibility of the erector.Additional permanent bracing of 2.Design assumes the top and bottom ohonalt Delicts pydtirep�eslagi ner. UONI�hee S EQ,; K 19 6 7131 the a resp enosilXe le hethe erecona tell c ntin and et ea hin mach as ply unless breed Ihnughouothey all(B by .Q[y ' 4.No bad should be applied to any component until ater all braacing and oonala ion sheathing f hues is herr sp ptywonsibilod ahee resile C)and/or arywap(BC). � `�7 Y 5 V TRANS I D: festernre ero complete and et M lime shouts any bade 3 Impact bndging sr raters)bndr,g required where erb shove',. Ty+ LINK greater than S Deakin aS me.trest.e rstone teeity In a ns ped ova environment, r1 l design pads be applied to any component, S Deakin aeaumescohueaea aro to be uvea In a rro A I�.L. n' `_ 8.compuTNs has no control over and assumes no responsibility 8.Design tor wme lull f ieep supporta n'corrosiva enWrsrenant, v rabhcatbn,handling,shipment and Inetalhtlo,of components.ter the g e pPoM Mown,Shim or wedge II 8.This design is furnished eubJedbrM limitations set forth by neves asee provided.drainage is ThisMOA in BDSI,copiesS,PlatesDeNgnshal be boateduon both laces of trues,and placed so their center of which a li be NMshed upon request. EXPIRES... 12/31/2016�� MITek USA,IOc./CompuTlUs So B.Digits llines odlc�ite size e with ofphte In lines. October 26,2015 Software 7.6.6(1L)E 10.for basic connector plate design values see ESR-7311,ESR-7888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC IBC 2012 MAX MEMBER FORCES 4W92)D1247 1190 7=('732) 286 0) 57 1210=(-751) 3E90 10- 3=(- 7-15=(-101) 670 TRUSS SPAN 39'- =5.0" 1- 2=l 751) 3897 0-13=(-192) 293 345) 266 2- 3=(_4597) 893 10-11=(-672) 343168 11- 1=( 0) 365 15- 5=(- LOAD DURATION INCREASE = 1.15 3- 4=(-2930) 569 11-12=(- 75 1-14=(-610) 148 LUMBER SPECIFICATIONS SPACED LOADING O.C. 9_ 5=(_2366) 551 13-14=( -10) 611) 295 T TC: 2x9 KDDF p1kBTR 5- 6=(-2405) 711 14-15=(-224) 1732 5-12=(-431) 94 BC: 2x4 KDDF N186TR 395) 2171 13-12=( 7.0) ON TOP CHORD = 32.0 POP 6- 6=(-2402) 513 15- 5=(- 12_14=(_431) 1292 WEBS: 2x9 KDDF STAND LL( 25,0)+DL( 10.0HORD = POP 7_ 8=(-2419) 589 12_ 4=(-139) 1292 DL ON BOTTOMLM CHORD = 42.0 PSP 8- 9=(-2652) 569 131) 779 O LATERAL SUPPORT " 12"OC, UON. 14- 6=l- BC LATERAL SUPPORT <= 12"OC. UON. gRG REQUIRED BRG AREA 0.0" = 25 PIE Ground Snow (Pg) MAX VERT MAX HORZ RE UI. (SPECIES) OVERHANGS: 12.0" BEARING REACTIONS SIZE BEARING IONS REACTIONS -295/ 1773V -266/ 273H 5.50" 2.84 KDDF ( 625) 625) BOTTOM CHORD CHECKED FOR A 20 FIE LIMITEDY STORAGE0,_ O.0" 0/ OH EEK 2.65.I KDDF approved plans LIVELOAD AT ORD DIAD(L) SPECIFIEDSA BY M IBC 2012. 39 - 5•0" -250/ 1773V •* For hanger specs. - See THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 0.100" MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.182" @ 13'- 0.4" Allowed = 1.925" MAX TL CREEP DEFL = -0.362" @ 13'- 0.9" Allowed= 2.567" MAX HORIZ. LL DEFL = 0.102" @ 38'- 11.5" MAX HORI Z. TL DEFL = 0.169" @ 30'- 11.5" 19-08 08 19-08-OB 6-11 7-04-09 Design conforms to main windforce-resisting 5-01-04 5-03 6-OS-08 5-06-12 system and components and cladding criteria. 2 09 12 Wind: 190 mph, h=24.9f t, TCDL=9.2,BCDL=6.0, ASCE WFRS(D ir), 1z M-6x8 Q 7.00 (All Heights), Enclosed, Cat.2, Exp•B, load duration factor=1.6, 7.00 6.0" Truss designed for wind loons 6 �f"I' in the plana of the truss only. y,911( ! M-5x6(5) 0`25" M-1.5x3 s M-5x6(5) M-1.5x3 0.25" 4 AIIIIIIIIIIIIIIb- M-3x63..'`.. _ "O' .1. ,n M-3x0 /��--- '� �- 7� is M-3x6 01 o /_' Il r 2�- 14 M-3x4 c 1 it 0 13 0.25" o M-5x8 I M-6x8 �'yp 0 H-1.5x3 { � PROFFss M-6x8(S) `fes 43.75 r f.: \>\;)1�� 12 9-08-05 10-00-03 1AfJ 9 2-05-08 5-01-09 5-06-08 6-07-04 s 97 �P i'" 26-05 08 1-®3-05-OB 10-06 �/�� 39-OS NH C 4 Scale: 0.1330 ' v�C),'. 7* N.JOB NAME : POLYGON 3410-A - unless otherwise o [�;t- GENERAL NOTES, 1 Npy,,,and In for en Individual a.� 'C 1.This design Is based only upon the parameters �1 J.•� WARNINGS: building component.Applicability of design meters and proper designer. 1.Builder and erection contractor should es be advised of eg General Notes boldingincorpoesm of component is me responsibility of the bending 2.Design assures the top and bottom chords to be laterally braced al PAUL. l C4 .bdw,mineabemeansiruNlonNa w whereanewn ^1 L Truss: Z.Ad C r al tempi web bredre mu during construction T o.c.end at 10 0.c,raapectNe9 ode"bread mroCughodWo/r their length 3.Additional temporary freeing to r.Ad Nenal p eco^ continuous sheathing such ea plywood sheat Dimers shown r nsibNMy of the erector.AdtlMoel permanent bracing of I latent bradtg required tape overall responsibility of the building designer. 3.2 Impact bridging or responsibility of Me whee sh contractor. 12/31120 the load should be p lie to ao ent until after ail bracing and 4.Installation of truss ie the respon � - -"� DATE: 10/2 6/2015 q,No ped arm fete an to any component t than 5.Design assumes trusses are to be used in a non corrostve environment, pada greeter endure for"dry condition"of use. 6 K14 8 713 2 ICNaooI are complete and at no time snouts any g,Design assumes hAl bearing at all wppone shown.Shim or wedge if October 26,2015 SEQ.:TRANS design pads be applied to any component. responsibility for the neceseary. RAI D: LINK 5.r omcaTNs has a control over and assumes a components. oa ns 7.Design assures adequate drainage le prodded. d co theh center fabrication,lie btthl ed cob(e and hee ti patiotion of compos 8.Plates shag be bated en both faces of trust,andpace e.This design is Nmlehed subjeN tote Ilmsalbna set forth by pigs coincide with Iofpantnr Ilse. TPWrTCA in 9C51.copies of which we be Nmished upon request. 9.Digits oin9de sire of plate to coness.. MiTek USA,Inc./Compo True Software 7.6.6(11)-E 10.For bead connector plate design values see ESR-1311.ESR-1988(MITek) LUMBER SPECIFICATIONS TC: 2x9 ROOF #14BTR This design prepared from computer input by BC: 2x4 ROOF #1SBTR TRUSS SPAN 39'- 5,0.. Pacific Lumber and Truss-BC WEBS: 2x4 ROOF STAND LOAD DURATION INCREASE SPACED = 1.15 IBC 2012 TC LATERAL SUPPORT <= 24.0" O.C. MAX MEMBER10 ) FORCES 9WR9- 4=) 12"OC. UON. 1- 2-f 0) 57 2- 9=(-391) 1807 (745) 218 BC LATERAL SUPPORT <= 12"OC. SON. LOADING 2- 3=(-2656) 548 9-10=(-243) 3- 9= ) - LL( 25.B)FDL( 7.0) ON TOP CHORD = 3- 4=(-2399) 595 10-10 (-243) 1920 9- 9=( -39) 557 OVERHANGS: 12.0" DL ON BOTTOM CHORD = 32 0 PSF 4- 5=(-2699) 498 11=(-234) 1807 4-10=(-745) 284 0.0^ 10.0 PSF 11- 8=(-404) 2172 10- 5=(-317 TOTAL LOAD = 42.0 PSF 5- 6=(-1699) 503 ) 1307 6- 87=(-2401) 565 10-1 6=(-747) 284 ** For hanger LL = 25 PSF Ground Snow (Pg) 7- 8=f-2658) 570 6-11=( -55) 563 specs. - See approved plans 11- 7=(-294) 238 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT ON(5) SPECIFIED BY IECBEARING MAX VERT THE BOTTOM CHORD DEAD LOAD IS 2012. LOCATIONS REACTIONS MAX HORZ BRG REQUIRED BRG AREA A MINIMUM OF 10 PSF. 0'- 5.0" -294/ 1655V R/ACTIONS SIZE S 39'- 5,0n -266/ 273H 5.50" (SPECIES) -250/ 1655V 0/ OH 2.84 KDDF ( 625) 5.50" 2.65 KDDF ( 625) COND. 2: Desi.n checked for net)-5 psf) u.lift at 24 "oc scacin., 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 = -0.128" @ 19'- 8.5" Allowed = 1.925" MAX TL CREEP DEFL = -0.260" @ 19'- 8.5" Allowed = 2.567" 19-013-0$ MAX HORIZ. LL DEFL = 0.060" @ 38'- MAX HORIZ. TL DEFL = 0.099" @ 38 - 11.5" 19-08-08 11.5" -10-09 6-OS 12 6-OS 6-OS 6-OS 6-10-09 s and claddin Design conforms to main windforce-resisting 7.00 p system and component M-4x6 12 criteria. Wind: 140 mph, h=29,91t, TCDL=4.2,BCDL=6.0, ASCE 7-10, -4x Q 7.00 (All Heights), Enclosed, Ca load duration factor=l.6, t.2' Exp.B, MWFRS(Dir), .t M-5x6(5) Truss designed for wind loads 5 'f'/ M-5x6(S) a in the plane of the truss only. 0.25" 0.25" M-1.5x3 3 M-1.5x3 t5 O CD 1 rw I M.-3X6 M-3x9 o.25" M-5x8(S) M-3x9 *re o 10-01-01 M-3x6 0l �Y pRt/JCpp/� G� �(� 9-07-07 9-07-07 10-01-01 �� 1-00 39-OS POLYGON 3410-A NH - C5 97823E JOB NAME � Truss; CS WARNINGS, Scale: 0.1580 f Builder and erection oonlrector should be advised of ag General Notes GENERAL NOTES, wag�v andWarnings before rrsdoBon f.This designh based only desisted tve 1 2.4 compree recweb brad commences ty upon the parameters Mown and b bran Individual bracing mush be Installed where shown* building component.Applicability of design parameters and ,� 3 Additional temporary bracing b lust b paballe during nonesuch. Incorporotkin or component is the responsiblety of the building designer. DATE; Iemerealtemplryybraciof the reoohews Additional z.Deagneeaumeelneta SEQ.: 10/26/2015 he overopstructure ls the responsibility permanent Design assumat e oc.roesnd bottom chords to be Patera IN braced at ��1j�� UL u E4l VIV e'+. 8 713 3 4.No baa should be applied to W aYnsi�bmlty ohne bugtling designer. 2 o.c.and sheathing such unless braced throughout their length by "'9^ component anti after ag bred 4.In tmpact of trues or lateralbracing t athingecti and/or contractor. fasteners (BO). �+ '` � TRANS ID: LINK reaanere.recampele.naamumeMomaanytoadsgond 4.Inategatbnolirwslemero rereoananereMown.. � design loads be applied to any component. greater than s.Design sesames trusses are 1p pedes tine respective comgc{or. �, .a 5.Compu7rua Me no control over and assumes no roe and are for NIN condition"of use.used In a non-corrosive environment f'{ {� fabrication,handling,shipment and installation of component. ler ms e.Design sesames full bearing at all supports Mown.Shim or wedge if TAIa design is furnishednen subject to the limitations set by necea assumes TPWVICA m 8C51,W 7.Design adequate drainage is provided. plea of which We be furnished upon request. 8 plates shag be located on both laces of true EXPIRES.15 : 12/31/2016 MITek USA,Inc./CompuTrus Software 7.6.6(1L}E Anes coincide with)Dint tamer tines. a.end placed so(heir center October 26,2015 8.Digits Indbale age of plate In Inches. ID For basic connector plate design values we ESR-737 t,ESR4988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC IBC 2012- MAX MEMBER FORCES 4WR/DDF/Cq=1.00 1- 2=( 0) 57 2-11=(-371) 2281 3-11=( -293) 219 2610) 540 11EMBER 22C 1889 11-/D 9/c 1.00 558 TRUSS SPAN INCREASES 10.1" 4_12=( -293) 285 2- 3=(- 228) 1733 LOAD DURATION . " O.C.C 1.15 3- 3=(-2610) 537 11-12=(-224) 18 12- 5=( -307) 1254 LUMBER SPECIFICATIONS SPACED 24.0" O3_ 4=(-2352) 537 13- 39=(- 12- 6=( -696) 278 TC; 2x4 KDDF #140TR 5- 6=(-1658) 491 6-13=( -1) 375 BC: 2x4 KDDF #laeTR LOADING 6- 7=(-2201) 508 13_ 7=( -134) 166 7.0) ON TOP CHORD= 32.0 POE2634) 507298 2661) 509 WEBS: 2x9 KDDF STAND LL( 25.0)+DL( 10.0 PIF 7- 8=(_ 8- 7=(- DL ON BOTTOM CHORD = 12 0 PIE 8- 9=( 200) 508 L LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 8-19=( 0) 57 BC LATERAL SUPPORT <= 12"OC, UON. 0-00-00 3-00-00 LL = 25 POE Ground Snow (P47 MAX HORZ BRG REQUIRED BRG AREA LETINS: BEARING MAX VERT A 20 REACTIONS REACTIONS SIZE T 50" 2Q'79N KDDF PEC 625) 12.0" 12.0" BOTTOM CHORD CHECKED FOR SPECIFIED BYI IBC 2012.�GE LOC-TIONS 274H 625) OVERHANGS: LIVE LOAD AT LOCATION(5) 0'- 0.0" -290/ 1745V '270/ OH 5.50" 2.79 KDDF THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POP. 38'- 10.0" -284/ 1745V OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/100 MAX LL DEFL = -0.002" 0 -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.158" @ 26'- 2.4" Allowed = 1.896" MAX TL CREEP DEFL = -0.326" @ 26'- 2.4" Allowed = 2.528" MAX LL DEFL = -0.002" 0 39'- 10.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 39'- 10.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.057" @ 36 4.5" MAX HORI Z. TL DEFL = 0.093" @ 30'- 9'5 19-01-08 19-08-OB 6-10-09 6-05 6-05 3-07-15 2-07-10 Design conforms to main windforce-res12 criteria. 12 6-05 6-OS system and components and cladding Wind: 140 mph, h=29.9ft, TCDL=4.2,BCDL=6.0, ASCE 7- , (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 7.00 load duration factor=1.6, q•0" `C-.17.00 End verticals) are exposed to wind, 5 .e,( load designed for wind loads :#0.7 ,�\ in the plane of the truss only. -5x8(5) M-5x6(S) 0.25" 0.25" M-1.5x3 7 /Apisi\a 44,1, M-1.5x3 3 .M-3x6 Lc', / _• ��p PR p �� f 13 M-4x6 0 ` � ` >(✓ iz M-3x4 '`y 1� d 1/" 11 0.25" �('j` 2-s9. M-3x9 M-Sx8(S) M-3x6 0 9-06-01 -k 's2 9 O1-07 9-07-07 1_pp 10-01-01 �r ./r 38-10 � 1-00 6Scale: 0.1432 '�i JOB NAME: POLYGON 3410-A NH - "-qy OREGON '` 40 1J O1J GENERAL NOTES, unless otherwise noted an V� 1.Wider WARNINGS: 1.building design wn laWed Applicabilitye5 upon the p algn parameters shown ands proper Individual J' ,, 1,Buller ane erection contractor mood be commences. al erg Genenl Notes /✓ PAUL .a.st Incorporation of component Is the responsibility of the building designer. r� �Y • and Waml to beton bracing to °ommenms. bottom choNa to be laterally brand al ("6 compression web bredng mud be Inslellee where shown+. 2.z o.c.assumes the top and Truss: 2.lathe comp ruction T continuous ou et ea hino.csuch as unless d shnlhmg(TC)ndlor drywall(BC). a stabil during construction mminmus sheathing such ea pyw'oo 3.Additional temporary bracing io main �rmenenl bndnB of lateral brodrig required Woare shown,` Iseoveapl structure Who arodon Addtyoft pe 3.br Impact bridging or rdng of wdeesho contractor. 12/31/2016 int load sold bee Isms responsibility of the bugling designer. 4.Installation of truss Is the responsibility o - 10/2 6/2015 4 No bag should completeean to any tea should any lead all eater mans 5.Dedgn assumes trussesare to be used Ins non-corrosive environment, DATE: and are Redly con gnu ata shown.shim or wedge u EXPIRES: K D. LINK Compun are oand at m time ssume en responsibility greater B Design assumes full bearing at• pPe October 26,2015 SEQ.: aecgnlo.acbeapgieaa.nrcompbronl. for nemaean die. L INK 5.Comps on.hes no control over and assumes m components. 7,Design assumes adequate drainage Is prov d w their canter T RAN S I D: fabrication.Is furnish shipment and h installation of comoon M 8.Plates shag be located on both faces(Aguas,andpace Ines coincide with joint cteinrnche. 8.The design in furnished co subject to thelimitations be f furnished set forth r 9.IncaDigitindicate stn of plate to Inness. TPe6ICAInc)copleaofwhkhwigaefum67(1 upon request. MITek USA,Inc./CompuTrus Software 7.6.7(1L}E 10.Far basic connector plate design values see ESR-1311.ESR-1888(MITek LUMBER SPECIFICATIONS TC: 2x4 KDDF #1fiBTR 8C: 2x4 KDDF #16BTR This des' p from computer ' TRUSS SPAN 38'— 10.0" design prepared TC LATERAL LOAD DURATION Pacific Lumber and input by SUPPORT <= 12•• INCREASE = 1.15 Truss—BC BC LATERAL SUPPORT �_ OO' UON. SPACED 29,0" ND. 2: Design 12 OC, UON. S.C.OC9 checked for LOADING net(-5 psf) uplift at 24 " c spacing. Unbalanced live Design conforms to main wi ndforce—resisting L( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF ons ideretl fore loads have been DL system and y this design. ON BOTTOM CHORD = 10.0 PSF components and cladding criteria, 92.0 PSF mph, h=29,9ft, TCDL=9, LL = 25 PSF (All Heights), Enclosed, 2,BCDL=6.0, ASCE 7-10, Ground Snow (pg) load duration Cat,2, g LIMITED STORAGEfator=l,6, xp'B' MWFRS(Dir), c DOES NOT End vertical(s) are REQUIREMENTS OF APPLY DUE TO THE Truss designed for exposed to wind, IBC 2012 AND IRC 2012 NOT SPATIALwind loads BEING in the plane of the truss BOTTOM CHORD MET' only. AND BOTTOM CHECKED FOR lDPSF LIVE LOAD. TOP TTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY, able end truss on continuous bearing wall UON. —1x2 or equal typical at stud verticals, refer to CompuTrus gable end detail for 19-08-08 omplete specifications, 13-01-12 6-06-12 19-01-08 12 6-06-12 7.00 IIM-4x4 12-06-12 3 6 12 .":j7.00 M-3x5(S) +� M-3x5(5) �4 M-3x9 ..,. M-3x5(S) aIa.III.I1I ., . ,� 4 1 5 19-08-08 1-00 19-01-08 ! PFS p1C JOB NAME: POLYGON 3a-10 �Ca �AGIN �`or 3410-A NH - C7 et k� ln�^^JJ8(�2 pE) 0 Truss: C7 WARNINGS: /o2P� ., I Builder ntl erection contractor should be advised Orap Oen. Scale: 0.2057 /� and Warnin8s before construction commence.. rel Notes GENERAL NOTE$ unless otherwbe noted: '• t+...�.�� • 2.2t4 compression web bracing 1.This design is based only `-fie• DATE: J.Additional temporary B mug M bRetletl where shown+, building component.Applicability H upon the parameters shown and is for an individual 1 �26�2015 Is Mero Po rybr°clrp to Insure stability during wnMrodbn 2 DhN�eBonolcompns tepara responsibility sho parameters SEQ.: K 14 8 713 5 responsibility of me wad,Additional pemynem bracing of 8 assumes me top and bottom ea,We E,hroilaterally building cat the ovenq structure Is the responabglty of the building D o.c.and atu Ie c.c.c. chords • TRANS 4.No load mama be applied b an galnB aeNener. 7 o.c.cue sheathing respectively meas braced throughout their length ID: LINK fasenersarecompletean at notlmeshouldanent lybedsgreafter all rerthancing a 1Nmwdbntle aeeCreteuch as Ni. sheathing(TC) n, an am bridging or lateral brad /or tl by [y design beds be applied to any component. greater than 4.Installation of truss is then °e f° Iretl a "/waA(BC). s_T A +L- 5.CompuTrus has no control over and ssumes no res 5 e°Nen ae»mss true»eero�to°peblp�or the faapealve comndar. �.s 1 J 4 ,r fabrbellon,MMl1 ponslbll 8.and are f»uor dryconition"mes full o atop u»4lnarwn-corrosive environment, /"`a/1'yj �V 8,Thlc tleNe,Is ndling El»b(ea to Mpment and Ie IImBMonealbtlon ten bnh by m br me 4'1(./1.., mlwnents. necessary, Pyodsµown,Shim ar wedge If TPie design In BCSI,copies of which MO be furnished u I MatDeses adequate drainage Is Wee USA, on request. a.Pbte nn)be roatetl on both faces n provided. IncInc./CompuTrus Software 7.6.7(1L}E Mea coinclae wen loinateIn inches. ftm»,and Wacea»mdr center ` EXPIRES: 78.Foribaslc coenneaor pytattleelenl slues»e ESR-13f t.ESR-1985 October 26,20'15 12/31/2016 This design prepared from computer input by Pacific Lumber and Truss-BC IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 1-2-1 0) 40 2_5=(-27) 30 3-5=(-120) 106 q'- 0.0" 2-3=(-59) 41 TRUSS SPAN = 1.15 3-4=( -8) 3 LOAD DURATION INCREASE REQUIRED BRG AREA SPACED 24.0" O.C. MAX HORZ BRG LUMBER SPECIFICATIONS MAX VERT SIZE SQ.IN. (SPECIES)670) TC: 204 DF 2400F LOADING 32.0 PSF BEARING REACTIONS 5 50" 0.49 REACTIONS -1RE SBH (S ( 670) BC: 2x4 DF 2400E LL( 25.0)+DL( 7.0) ON TOP CHORD = 10.0 PSF LOCATIONS -69/ 325V 5.50" 0.24 WEBS: 2x4 DF 2400E DL ON BOTTOM CHORD = 92 0 PSF 0._ 0.0" 0/ OH TOTAL LOAD = 4 - 0 0" -18/ 325V TC LATERAL SUPPORT <= 12"OC• CUON. BC LATERAL SUPPORT <= 12"OC. spacing. LL = 25 PSF Ground Snow (P4 uplift at 24 "oc sp 2.0" 0.0" OVERHANGS: ND. 2: Design checked for net(-5 psf) TL=L/1B0 0.100" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL0 0^ Allowed = VERTICAL DEFLECTION 1'LL-L.0"0,Allowed = 0.130" REQUIREMENTS OF IBC 2012 AND INCC 2012 NOT BEING MET. MAXMAK LL DEFL = v-1.5x9 or equal non-structural = -0.002" @ -1'- 0.0" 0.199" v 1 at non-s0.0" Allowed = BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOPMAX Ty CREEP DEFL = 0 013" @ 2' Allowed = 0.298" vertical members (uonl• AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL21- 1.9' MAX TC PANEL TL DEFL = 0.013" @ 3,_ 8.2" MAX HORIZ. LL DEFL = 0.000" @ 3'- 8.2" 0-03-12 0.000" e 3 OS-09 MAX HORIZ• TL DEFL = 12 Design conforms to main windforce-resisting 4.50 system and components and cladding h, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Wind: 140 rap Enclosed, Cat.2, Exp•B, MWFRS(Dir), (All Heights). xy load duration factor=1.6, d to wind, End vertical(s) are expose M-1.5x3 9 Truss designed for theind truss ods nly. 3 in the p ° ° II rall '... 1111111111 0 m 0 1 2�� M-1.5x3 I M-3x4 0 0-03-12 n t�n 3-08-04 `r`© PROFe6, 1-00 4-00 ` :Ei9 8978NE2 / �' Beale: 0.6177 `''�©Ft�GC)N�'~- Truss: '[''.. POLYGON SINGS: NH - D1 noted 9� �/q�Y ��, JOB NAME ° pENEfiAL siis gn la b ased only u on the ae t shown and le for an Individual 1. „orpor9nla fcomp nett the pwreeeera �`� MIX building component.Applicability nl desig parameter°and proper 10 WARNINGS: tl of eR General Notes Bon of wt Applicability la the decks)pa d the budding designer. �*a,a t I.Builder and erection contractor should be adobe Incc.cora assumes me lop and bottom chords to be throughout braced at f"f'{ 1+. and Warnings bracing must where shown, 2.Design aew ds to obinrersaybmelt at by 2 2xq compression tempo web bracing to hat be installed T o.c.antl at iP o.c.respectively unless ahealhln(TC)andlor drywe BC D 1during M brae tion sheathing (TC) rus s: lancing Inwro stability M brednA of continuous sheathing°such�brad 9 required`Nista snow^"• �eiy 3.Additional temporary3.2x ImPad bdd91n9 orb ere siWAb,of the rogpeC) contractor. � ��L.a: i 17 t+] j`/ is the ed structure i the erector.Addty of permene designer. environment, a77 I G/J the Red should d e applied e ro s�y comp ne ms buildingchs d 4.installation of truss le me roepo^ {MW seer all bracing s" 5.Design assumes trusses era to be used In a non-corrosive d b t component° eater and are for"dry condition"of use. s non .shim or wedge B bar 26,2015 10/26 LINK 9.Ne load rushas ocont n loads elb:tRBrt wrneefull be°Anitaten supportsOctober 016 DATE: fasteners aro complete and at m time anY 8.Design as K14 6�13 6 fabrication, loads be handling, b any component. en for the ne sign s to drainage is Provided.and placed w)Mir laenter SEQ.: T.Design assumes adequate ' ID: 5.comp eeign has no ofbyire l satins components.bY. Abse 8.Plates shall be byled on bolo bees oflNss,en Pace TRANS (abdcaibn,naMNng.sh Pm°^ o8:t indicate with joint center ESR-1311.ESR-198A(MITek) g,This TCA n SCSI. dee f which will bt to the e furnished uponequest. 9.lines coincide wire of plate in It6e frek A m SCSI,omp° 10.For basic connector plate design values see MRek USA,Inc.ICompuTrus Software 7.87(dL)-E LUMBER SPECIFICATIONS TC: 2x4 DF 2400F BC: 2x9 DF 2900E TRUSS SPAN _ This design prepared from computer TC LATERALSPECIFICATIONS SUPPORT LOAD DURATION 9 0.0. Pacific Lumber and in - BC LATERAL SUPPORT 12"OC• UON, INCREASE = 1.15 Truss-BC Put by RT <= 12"OC• CON. SPACED 24,0" O.C. OVERHANGS: IBC 2012 MAX MEMBER FO 12.0" LOADING FORCES 9WR/DDE/C 0.0" LL( 25.0)+DLD(L 7.0) BOT TOP CHORD = 32.0 PSF -3_ 0) 40 (0) 0g=1.00 2-9= TOM CHORD = (-54) 25 ' For hanger specs. - See approved plans TOTAL LOAD = 42.0 p5F BEARING MAX V LL LOCATIONS VERT MAX THORZION 25 PSF Gro 0'- 0 0„ REACTIONS BRG REQUIRED Ground Snow (pg) -65/ 333V REACTIONS SIZE BRG AREA LIMITED STORAGE DOES 0/ 57H 5.50" SQ•IN. (SPECIES) LIMITED STT GEOF NOT APpLY DUE TO4'- 0.0" 0/ 47V 0/ 0.50 IBC 2012 AND IRC THE SPATIAL -43/ 103V ON 5.50^ 0.07 DF ( 670) 12 2012 NOT BEING MET. 0/ ON 1.50" DF ( 670) 4.50 v BOTTOM CHORD CHECKED 0.15 DF ( 670) AND BOTTOM CHORD LIS FOR lOPSF LIVE LOAD, TOP E LOADS ACT NON-CONCURRENTLY. OND. 2: Design g checked for net(-5 psf) uplift at 24 c spacing, VERTICAL DEFLECTION LIMITS; LL=L/240 0 MAX TL MAX LL DEFL = 0.002" @ -1'- 0.0^ Allowedw0.100. CREEP DEFL = -0.002" @ _ MAX TC PANEL LL DEFL = 0.015" @ 0.4" MAX TC PANEL TL Allowed = 0.133" DEFL = 0.013^ @ 2'- 5,4'n Allowed =Allowed = 0 334" 0.339^ MAX HORIZ. -0 00p" @ 3'- 11.2^ MAX HORIZ. TL DEFL = -0.000^ @ 3'- 11.2^ 3 '' sysDesign conforms to main windforce-resisting tem and components and cladding criteria. Wind: 140 mph, h=1''9Enloaclosed,4 2,BCDL=6.0, ASCE 7-10, (All Heights Endd duration factor=l,6 Cat.2, Exp,g MWFRS(Dir), '�' a Truss edesignetlrtical )for e exposed to wind, oM in the plane of the windloads °only. 0 I- i �12►-_ M-3x4 4.. 1-00 4-00 PROVIDE FULL BEARING;J ts:2,9,3 JOB NAME: �tig�D �H��4- POLYGON 3410-A NH - D2 / Vic.. NGtNF �s% Truss: p2 WARNINGS: �a [l � -7 I.and Builder and erection contractor should be advised Mall General Notes o y Z�4'A'amings berate congrycilon commences. GENERAL NOTES, um Scale: 0,8 31 eompresalon web brad I this design ace otherwise noted; S 0 ', DATE; 3.Additional temporary �°wsi�mgalbtl what bugdln 3 retia»don upon tM 10/26/2015 mPororybroangmgwregaalnydmm agGeneq Moron component.Applicability pa`8a,°ron'I'°''^�and nmrenmdlvldual Is the rosponsiblMy of the erector.Additional B construction 2 Incorporation eal n assume.of Wmponem Is the orodesl parameters and proper SEQ.: K1487137 be°yerogawaP<rmanambroagm 3m<topandnattom�wanioney`looking the responsibility 7o.c.end at f0 oc,tea Morallybraceded et TRANS 4.No bad should be ala on the building designer. continuous sheathing or respectively unless throughout their length by , Aell,�� I D: LINK fasteners are complete spelled to any component until eller an bracing b aced nr°u v OREGON N. Pete and at no time should any beds groaler an and 3 Impact lend *wood Meathing(TC)and/or d '6 _ . design loads be applied to any .4 Installation s ging or lateral bracing ragoulra where Mown +rywen(BC), `7 B.Comover and anent. 5.Design assumes iruruss ieatee are ba uhe laed iota non-corrosivehe environment. PuTms has no control over are sesames rro re ` Nee labdcatl°n,handling, eporielbllily brine 8 Design assumes hdldbeadngf et eH su y/�� l }`a V. 6.This design Is furnished subject endo the Ilmigatlonsfaef forth qts n ` a". TPIAyICA In SCSI,co eceaMry, support.Mown.Shim or wedge If 16 pies of which MX 7.Design assumes adequate drainage Wok USA, furnished upon request. B.Plates grop be bated on both is provided. and :paced Software 7,6.7(1L}ENnae coincide located center Imes �p/Y�.q/!] 9.Digits Indicate size°relate in Inches. Plaud so their center EXPIRES: GJ J 1/60 to.For basic connector plate desn value.„e E5 October 26,2015 R-7311,PSR-7388(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing Design conforms to main windforce-resisting TRUSS SPAN INCREASE 5.0" system and components and cladding criteria. 1.15 ASCE `1-10, LOAD DURATION 90' O.C. h=loft, T =nd cladding D2,6ExP•B, (D1Z)r SPACED Wind: 140 mph• hts), Enclosed, LUMBER SPECIFICATIONS (All Heights), _ 2xq KOBE #1fiBTR LOADING 32 0 PSF load duration , TC exposed to wind, TC' 14BTR LLl 25 ) ON TOP CHORD= End verticals) are BC: 2x4 KDDF # 0 +DL{ �•0) 10.0 POE for wind loads STAND DL ON BOTTOM CHORD = 42 0 PSF Truss designedthe truss only. WEBS: 2x4 KDDF TOTAL LOAD = in the plane of TC LATERAL SUPPORT <_12„��. UON• requires continuous BC LATERAL. SUPPORT LL = 25 PSF Ground Snow 1P91span UON• i ote:Txuss design entixe P LIMITED STORAGE DOES NOT APPLY RC°20102 NOT BEING MET. THE bearing TOP M-1.5x4 or equal at non-stL ructural REQUIREMENTS OF IBC 2012 AN vertical members loon)• AND BOTTOM TOC ORD CHECKED FOR 10250S LIVE LOAD. RE AND CHORD LIVE LOADS ACT NON-CONCURRENTLY. 3-01-04 0-03-12 12 4.50 M-1.5x3 4 3 i I 2 O 1 ....,„„„iiiii1 as ig i ::14-4X4 �, v, P R OFk•06+ 1-00 3-05 �c'� \AG,INE R Q4. c.4 :9782PE ,®� Scale: 0.6222 Iv” 40��f'SON�rya"a �... 3410—A NH — E1 � qizt 4:z4. �L.7711� J JOB NAME: POLYGON eaeupss•nthepeamete Individual GENERAL NOTE$' the parameters shown and Is for en " �� • 1.Inco design is aro only Pnent is the ordean^ ty oftand proper 'T �� building c•mpone a bi me f design banding designer. yNARNIN08: old a aeviaad of ail General Noles Inarporabon oI compose to parameters MUraNy braced at 1.2s4 co and erection anhador mu menses 2.Design assumes the top and bottom chords ens Weminga temporary bracing to sur^ Ness braced throughout try length by 2,yt4 a res compression web bracing routs be Mena a When shown*. p c.c.and et 10'u.c.arch as ty o Truss: El 3.yrlmpedbrsildg 9I o9 Nlenlb plywood sheathing(TC) ry - a,Addese k structure are bncM.ep msae siabttty during ccnsiructlon t be used Inc non-artosive environment, EXPIRES: �f,7 X 01 permanent bracing of responsibility of me respective contractor. 1- Itme roaponsibNlty elms erector.Additional Pa designer. 4,Design e igetron of buss Lathe erapo 015 the to overall should baa Is the to any compility of the building assumes trustee ars o shown.Shim or Weep �{ bar 2 M until after all and 5.Dean^at°u or of use. No pPed e if 10/26/2015 4 fapaddnecmletetotrytimsho roads greater than and are for"duce^ DATE: fasteners are complete and at c mpo should any 8.Design assumes sal bearing at eN supports0 K14 8 13 8e to any camP^^°"t• for m. necessary. adequate drrinsge is proWded. SEQ.: design bade be e10 coassumes no responsibility 7,Design sesames th feces of truss,and pieced so their caner LINK s.Ihisdenshaanishedsntrol over thlam noimmponay 8.PlatesshalbeNestdonbaNece. TRANS I D: fabrication,handling.aMpma sines coincide with Io e.ToncosignN furnishedsubjecthimeillbelbnished set ludobyquest. 9.Ines oinidindicate fixeofpkb In Inches. ESR-1311.ESR-1988(MlTek) ITek CA In BCSI,spies of which ftA b• 7.6.7(talo 10.For basin connector plate design values sae MITek USA,IrIc.IComWTrus Software 7.6.7(1L}E LUMBER SPECIFICATIONS TC: 2x9 KDDF #16BTR This design prepared from computer input by , BC: 2x9 KDDF #16BTR TRUSS SPAN Pacific Lumber and Truss-BC WEBS: 204 DF STAND LOAD DU 3 5.0 RATION INCREASE = 1.15 TC LATERAL SUPPORT <= SPACED 24.0" O C IBC 2012 MA}(MEMBER FORCES BC LATERAL SUPPORT <_ 12 OC. UON. 4WR/DDF/Cq=1.00 ^ LOADING 1-2-( 0) 90 2-4=(0) 0 2"OC. UON. LL( 25.0)+DL( 7.0) ON 2-3=(-56) 24 OVERHANGS: TOP CHORD = 32.0 PSF 1RT g.0" DL ON BOTTOM CHORD = TOTAL LOAD = 10.0 PSF BEARING MAX VERT 92.0 PSF LOCATIONS REACTIONS MAX/ HORZ REQUIRED BRG AREA IES) LL = 25 PSF Ground Snow = 0'- 0.0" -55/ 316V REACTIONS 5I5E 0 3,- 2,2" 0/ 9BH 5.50" 0.51 KDDF P( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0/ 39V 0/ ( 625) 12 3'- 5.0" -36/ 85V OH 5.50" 0.06 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND DEC2012 NOT BEING MET. 0/ OH 1.50" 0.14 KDDF 9.50 v ( 625) TOMCHORCFPSF L BOT IVE LOAD. TOP ANDBOTTOM CHORDLIVE LOADS ACTNON-CONCURRENTLY. OND. 2: Design checkedfor net(-5 Sf) uplift at24 Ospacing, VERTICAL DEFLECTION LIMITS:: T LL=L/290, L=L/18O80 MAX LL DEFL = 0.002" 0 -1,- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0^ Allowed = 0.133" MAX TC PANEL LL DEFL = 0.005" 0 2'- 0.1" Allowed = 0,168" MAX BC PANEL TL DEFL = -0.005" @ 1'- 8.5" Allowed = 0.167" MAX HORIZ. LL DEFL = -0.000" @ 3'- 9.3" MAX HORIZ. TL DEFL = -0.000" @ 3'- 9.3" 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,g MWFRS(Dir), M-3x9 load duration factor=l.6,l o End vertical(s are exposed to wind, ,ti Truss designed for wind loads ti in the plane of the truss only. 000 ' l I- 2 1-00 3-05 PROVIDE FULL BEARING:Jts:2,4,3 JOB NAME : w��5 t.1GIN�� s'� POLYGON 3410-A NH - E2 Tr1135: E2 WARNINGS: �. 89782PE r 1.Builder and erection contractor should be advised of all General Notes Scale: 0.8495 and Warnings be/ore conatrucgon commences. GENERAL NOTES, unless otherwise noted: ,, 2.2a/compression web bed 1.Thin design a based only upon the ng must where Shown+, building component.Applicability parameters par Moen and h for an individual 3.Adtlllbnal temporary bracing to Insure stability during construction INy of design parameters and proper �/' p „....1..,,,,,� Mg DATE: 10/26/2015 Adhereincorporation of component la the responsibility of the building designer, _ ��lll.a 1V hp�� responsibility of the erector,AddAbnal permanent bracing of 2 2D o c entl e1n70 o.c top and bottom chords be laterally braced et vt V V SEQ.: K 14 8 713 9 he overall structurela Me responsibility of the budding designer. respectively unless braced throughout their length by +yr �y 4.No teed should be applied b a continuous sheathing such as plywood sheave G�A`� ,p G 4' � TRANS ID: LINK fasteners aro complete ends any should any beds until after Ybracingene S.2,impact bridging or hlerolbracingregoulred sheathing(TC) Mor drywaA(BC), aT r A J fr�( design bads be applied to anycomponent. greater then 9 installation citrus:Is the roaporrolblge of the,,spec Ne WMnaor, {z`V 5 end assumes unties sof to be used h e non-corrosive envirommeni, �J U t S.compurrue has no control over and assumes no res end are for dry condition"of use. fabrication handling.shipment responsibility ler the 6.Design assumes NII bearing at ail supports 8.The design la furnished eject to the limitations llation fset components.by nets pports shown.Shim or wedge If 7.Design assumes adequate drainageIs TPWVfcA in SCSI,copies of which wig be furnished upon request B.Pates coincide be located on terhnes.of truss, placed so their center EXPIRES' /h I+7 L� MiTek USA,Inc./CompuTrus Software goes miticide aMit la)Dint,,entergoes { A� c , 1213112016 Rvrdre 7,6.7)f L}E 9.Digits Intlkate ale of pieta in inches. October 26,2015 70.For basic connector Piet,,design values see ESR-7317,ESR-7983(MITek) FSymbols Numbering System al General Safety Notes PLATE LOCATION AND ORIENTATION 6_4_8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 3 ^ Center plate on joint unless x,y (Drawings not to scale) Damage or Personal Injury /q offsets are indicated. 1. Additional stability bracing for truss system,e.g. Dimensions are in ft-in-sixteenths. 2 3 diagonal or x-bracing,is always required. See BCSI. Apply plates to both sides of truss 1 an engineer.For immosi �� and fully embed teeth. TOP CHORDS 2. Truss bracing must be desigaed by wide truss spacing,individual lateral braces themselves 4 may require bracing,or alternative Tor I n cc")) bracing should be considered. �-1/1 6 p 3. Never exceed the design loading shown and never 118, = stack materials on inadequately braced trusses. _ ® U4. Provide copies of this truss design to the building ■_� ro ert owner and designer,erection supervisor,properly Y all other interested parties. BOTTOM CHORDS For 4 x 2 orientation,locate 6 5 5. Cut members to bear tightly against each other. plates 02.. 'na'from outside 8 7 edge of truss. 6. Place plates on each face Knot;°antruss wane at joint joint and embed fully. locations are regulated by ANSI/TPI n JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE from Thisrequired symbol indicates the AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 7. Designaassumes trussesulawillby A suitably protected �— direction of slots in THE LEFT. the environment n accord with ANSI/TPI 1. �� connector plates. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT B. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. *Plate location details available In MITek 20/20 NUMBERS/LETTERS. 9. Unless expressly noted,this design is not applicable for software Of upon request. preservativeisdesign treated, green lumber. PRODUCT CODE APPROVALS use with fire retardant, ICC-ES Reports: 10.Camber is anon-structural consideration and is the PLATE SIZE Camber of non-structural cturalcon consideration and isto respon The first dimension is the plate camber for dead load deflection. slo measured impe ion perpendicular ER-3101,,SR-2362, SR-1398 ER-3907,ESR-2362,ESR-1397,ESR-3282 11.Plate type,size,orientation and location dimensions 4 x 4 to length Secondrlel to slots.Slan is Plate are minimum platingn location ents. dim the parallel to 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that LATERAL BRACING LOCATION Southern Pine lumber designations are as follows: specified. SYP represents values as publishedpurlins be provided at symbol shown and/or thehr by AWC in the 20C pprov12 ed new values 13 spacing indicated musts sheathed eator S i� Indicated UsebY by text in the bracing section of SP represents ith effective date of June 1,2013 14.Bottom chords require lateral bracing at 10 ft.spacing, output. T or I bracing or less,if no ceiling is installed,unless otherwise noted. if indicated. 15.Connections not shown are the responsibility of others. BEARING 16.Do not cut or alter truss member or plate without prior Indicates location where bearings ©2012 MiTek®All Rights Reserved approval of an engineer. (supports)diateoccur. Icons vary but 17.Install and load vertically unless indicated otherwise. N= reaction section indicates joint 18.Use of green or lumber may pose unacceptable environmental,health or performance risks.Consult with number where bearings occur. project engineer before use. Min size shown is for crushing only. 110111111111 �_ 19.Review all portions treatedof this design(front)burns alone and pictures)before use.Reviewing p ack,words Industry Standards: is not sufficient. ANSI/TPiI: National to Connected Wood Trulsss Conson for truction.racing. 20.Design assumes manufacture in accordance with ANSI/TPI 1 Quality criteria. i e DSS-89: Design uell g Component PrantStandard for Safet Information. Installin BCSI: Guide to Good Practice for Handling, Connectedg Bracing od r Metal Plate MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 Wood Trusses. Os .0 CO C ‘48 -0,-- .t. o.CD c o� r� GO e o9 D� 8 H n - m O N o c Z 2 N a 0' : 401 3'-ir a at • 40' r y 3 o m Iii o ISI 61 [1 lCO (5) N m I N I _ Q C e ■ mos• ISI 29--)m o n I �.. �mli...•JIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIMIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII m m r. 0a � � c5 � I G Nm��y�° !!--CCW 4 ■�1.7.A.71 .,_s Q. ,..4 ymTyZ2T�ZADm �� W ��mtnmoINtCnOT . I [1i Was „,n„mz �(rr �i -■l� E. OCOOO��Eggl N tWii Rf Tf�iiZOCTn OApm a Et AOm m Z.TZ.ZCICN l O 'I■ � -_�1�.11�A0�111�°yA 2 OZNO .11 OC • iiiiirellitimmlimmiumnim 1�1�� Fo `___�__, n O N II��_ ■ C4 ea I ea 11311'- -'SII � � \\\\\\N�I cr a •;:11 1:0 42 i � . 1p 111 i11 ` \\\`'�\\\'�I c ISI \\ \\�I c2 H er, �a ai! ■' ill! 101$' VI O ■ r 39t5' ►� CONFORMS MS TO DESIGN ONCEPT c 0 CONFORMS TO DESIGN CONCEPT El CONFORMS TO DESIGN CONCEPT WITH Cort 3 ❑ CONFORMS TO DESIGN CONCEPT WITH REVISIONS AS SHOWN y REVISIONS NOTED 0 NON-CONFORMING-REVISE AND RESUBMIT N 0 NON-CONFORMING-REVISE&RESUBMIT 13 WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE FABRICATOR!VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE Z n -r( ro WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE DESIGN DRAWINGS AND SPECIFICATIQNS ALL Of WHICH HAVE PRIORITY FABRICATORNENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGN 0 DRAWINGS,SPECIFICATIONS,AND APPLICABLE CODES,ALL OF WHICH HAVE OVER THIS SHOP DRAWING. PRIORITY OVER THIS SHOP DRAWING. BY: Arnold Jerem Pfarr moo Date 10 16 15 Date: October 28 2015 By MILBRANDT ARCHITECTS h?, 33 -,..ii 33 o a A .a Qm m o� a. D n > —WO 2 - Z N Z 2 v ►V v° p ci 7'4'm lig 3,4° 1a.6 i m ..m >is II el �� .. il. 111 __�I02 — 1111 :lhlliIllIllmnmnlIlk,b. ii: ��_ 1 I� `__�__` I 11.61D1 _ 0 .,m, Q:n' I x ._ ��v '1 W W , r' vo mz:= = sA � zO3ea . a , 1 t7 YmW, Nmms �61,,,, , , mm0000vOAZANSZ�OO17yDm' DV 1 W GmC �O� railillim.-1111111111111"Ill I 1 'Q pliiribi I _. IMIIIIMIIIIIIIIII.nuMMIIIIIIIIIIImim cb a. c I�1 w 1�! CA 4.0' El C7 �ii0 I I, 41.0' 3'� 38=10' 30 ►_g CONFORMS TO DESIGN CO'CEPT n c ❑X CONFORMS TO DESIGN CONCEPT ❑ CONFORMS TO DESIGN CONCEPT WITH v ❑ CONFORMS TO DESIGN CONCEPT WITH REVISIONS AS SHOWN �,clo 2 REVISIONS NOTED y► y 0 NON-CONFORMING-REVISE&RESUBMIT THIS SHOP�DRAWINNNH S BEENREVIEWED G- FOA GENERAL VISE DCONFORMANCE T g ^ THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE "Q a WITH DESIGNONLY WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE m WFATHICADERNNNDCONCEPTF SPONLIBILIANPOR OES NOT SFORMANCE RELIEVE E FABRICATOR/VENDOR AND DF RESPONSIBILITYIFOR CONFORMANCE WITH THE DRAWINGS,SPECIFICATIONS,AND APPLICABLE CODES,ALL OF WHICH HAVE DESIGN DRAWINGS SPECIFICATIONS ALL OF WHICH HAVE PRIORITY PRIORITY OVER THIS SHOP DRAWING. OVER THIS SHOP DRAWING. BY lerem Pfarr Date 10 16 15 By, Arnold q, Solomon MILRRANDT ARCHITECTS - _ - Dae. Ooobe— 2015