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Plans 46�`�. - Oma✓ Nil / 2?3/ 54) J-- L��i X'� MiTek° IlEC- F MiTek USA, Inc. 7777 Greenback Lane MAY 0 4 Z016 Suite 109 Citrus Heights,CA,95610 TephoneRe: PL14-331 UPPER CITY TIGARD Fax916/676-6900961900 POLYGON 4A BUILDING DIVISION The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R42899124 thru R42899131 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. ,REO PRpte, IN �� E .r% g 0 2PE 9r gu'tn J „ fir y '�� OREGON di, 'PC0 4) BERA\ A. H-RS EXPIRES:06[30/2015 September 26,2014 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 ANSUTPI 1. Job Truss Truss Type Qty Ply POLYGON 4A R42899124 PL14-331_UPPER FG2 FLOOR 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:37:31 2014 Page 1 ID:Fz9QzgfDnIT1 tgjap2TkUzyPYh_-g191corFK5kb_Lv_HmL5V6H5DLB1XVId_Isyhuya0bl I 1-8-0 I 1 3x4 II 2 3x4= 3 3x4 II Scale=1:8.7 " 4 N 5'11* s 346= 3x6= I 3-10-0 I 3-10-0 Plate Offsets(X,Y)— 11:Edge.0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.72 Vert(LL) 0.00 5 """ 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.29 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IRC2006/TP12002 (Matrix) Weight:21 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 3-10-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=985/0-5-8 (min.0-1-8),4=985/0-5-8 (min.0-1-8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-5=373/0,3-4=-373/0 BOT CHORD 4-5=0/1038 WEBS 2-4=-1201/0,2-5=-1201/0 NOTES- 1)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. 2)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:45=-5,1-3=-545(F=-495) Ror 29 870 2PE C 0 cq -7 c''4)), OREG N 1\ +15)4-� �0 �%ER ©s A. HNP EXPIRES:06/30/2015 September 26,2014 eUSE!) t AWAIINT"i-Ver designparvnlc€nrsnit-iREAL�NOTES ON THIS AND MUM c 73m1,12512Wt&�"AEliSE Design valid for use only with Milek connectors.This design is based only upon parameters shown,and is for an individual building component. MI Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the -Tek` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek. fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualily Criteria,DS8-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information 1 Southern Pine('SP)to available mbcf is csfipol the'ddesignl evekres ann nb a%e• Suite sth a 06./G3//cO 31syMI5C 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply POLYGON 4A R42899125 PL14-331_UPPER FG FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:37:30 2014 Page 1 ID:Fz9QzgrDnlT1tgjap2TkUzyPYh_BZbwOSrdZockNCKnj2gszvk?wxhGoM_T15609Sya0bJ 1 -0. � 0 1 1-2-4 11 1-2-0 110-11-8 I Scale=1:37.2 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4 = 3x4= 3x6 FP= 3x4= 4x5= 1 2 3 4< <: •><> , / \. / N /�\ /-\ ./-N / ,N I9 Ari- 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4= 3x6= 3x6 FP= 3x5= 3x4= 3x5= 3x5= 3x5= 3x5= 4x6= 3x4= 3x5= 8-11-12 7-9-12 1-4-1 1 7-9-12 b-7-o b-7-o 1 22--9-012 2-10.1o I Plate Offsets(XX)- 18:0-1-8,Edpel,129:0-1-8,Edgel LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.35 28-29 >743 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.59 Vert(TL) -0.55 28-29 >475 360 BCLL 0.0 Rep Stress Incr NO WB 0.64 Horz(TL) 0.08 23 n/a n/a BCDL 5.0 Code IRC2006/TPI2002 (Matrix) Weight:109 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 23=989/0-4-8 (min.0-1-8),35=672/0-4-4 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1250/0,3-4=-1250/0,4-5=-2261/0,5-6=-2261/0,6-7=-3001/0,7-8=-3001/0, 8-9=-3522/0,9-10=-3522/0,10-11=-3901/0,11-12=-3901/0,12-13=-3898/0, 13-14=-3898/0,14-15=-3678/0,15-16=-3678/0,16-17=-3231/0,17-18=-3231/0, 18-36=-3231/0,19-36=-3231/0,19-20=-1885/0,20-21=-1885/0 BOT CHORD 34-35=0/656,33-34=0/1785,32-33=0/2672,31-32=0/2672,30-31=0/3522,29-30=0/3522, 28-29=0/3794,27-28=0/3931,26-27=0/3815,25-26=0/3465,24-25=0/2784,23-24=0/980 WEBS 2-35=-919/0,2-34=0/832,4-34=-749/0,4-33=0/667,6-33=-576/0,6-31=0/460, 8-31=-770/0,21-23=-1372/0,21-24=0/1268,19-24=-1258/0,19-25=0/627,16-25=-328/0, 16-26=0/297,10-29=-511/48 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)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. 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)468 lb down at 18-3-0 on top chord. ¢' t PROFF�'s s. The design/selection of such connection device(s)is the responsibility of others. 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). _ G1NE -,9 1O LOAD CASE(S) Standard $7©22PEj'� 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Jiff I Vert:23-35=-5,1-22=-50 Concentrated Loads(lb) ty Vert 36=-468(F) 7 "3,,,OREGO q, ©W .i A. NE MA EXPIRES:06/30/2015 September 26,2014 4 f ®t 4R11V3,Ma-Vere rdeign rarametErs and READ WITS O.#THIS AND MUM 1411EK xs£FETsE/KE PAGE MU 2 473 or c/1/5/2p1d REUSE •e Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. ' Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the �L erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MITele fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPII Qualify Criteria,D5B-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Sheet.Suite 312,Alexandria,VA 22314. Carus Heights,CA,95610 tfSrtotfuerri Pint(SP) tsests specified.the 624igri.,reta,uw are 4sevem4€evawrroc/a112c1a byMsc Job Truss Truss Type Qty Ply POLYGON 4A R42899126 PL14-331_UPPER FTI Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:37:32 2014 Page 1 ID:Fz9QzgfDnlT1tgjap2TkUzyPYh_8yjhp8su5PsSCVUArTsK2KPK21MdGETmDPbVDLya0bH 1 2-0-0 1 2-0-0 ii 2-0-0 1 1-5'4 ii 1-2-0 II 1-6-8 I I 1-9-0 1 Scale=1:37.2 3x8= 3x4= 3x4= 3x4= 3x6 FP= 3x4 = 3x8= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 e N °5� 9 „,:4 23 22 21 20 19 18 17 16 15 3x4= 3x10= 3x6 FP= 3x5= 3x6= 3x10= 354= 3x6 SP= 3x4= 8-11-12 7-9-12 0-4-1 71-9-12 I 1 7-9-12 b-7-o b-7-0 I 12-10-0 Plate Offsets(XV)— 16:0-1-8,Edpel.120:0-1-8,Edoel LOADING(psf) SPACING- 1-7-3 CSI DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.45 18-19 >574 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.67 Vert(TL) -0.71 18-19 >368 360 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.09 15 n/a n/a BCDL 5.0 Code IBC2009/TPI2007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400E 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 15=954/0-4-8 (min.0-1-8),23=954/0-4-4 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3074/0,3-4=-3074/0,4-5=-4665/0,5-6=-4665/0,6-7=-4998/0,7-8=-4998/0,8-9=4422/0,9-10=4422/0, 10-11=4422/0,11-12=-2779/0,12-13=-2779/0 BOT CHORD 22-23=0/1717,21-22=0/4051,20-21=0/4051,19-20=0/4665,18-19=0/4665,17-18=0/4821,16-17=0/3728,15-16=0/1532 WEBS 5-20=-335/0,2-23=-1923/0,2-22=0/1521,4-22=-1094/0,4-20=0/897,13-15=-1767/0,13-16=0/1438,11-16=-1094/0, 11-17=0/801,8-17=-459/0,8-18=0/287,6-18=-211/639 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)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. LOAD CASE(S) Standard 4` , `5N , %2-qtr y•870 2PE1 u 7 A), OREGON (65 / A,- HEgP EXPI RES:06/30/2015 September 26,2014 I / ®WA8813.. parameters fy design pameters REAP t40 d REAP ON THIS AM)MEMO NNW REFERENCE rA18 MIS.7473 me 1,/24/20I6 "OI&tf5 8 Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' � erector.Additional permanent bracing of the overall stricture is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 IfSmuThem Pine(STP)b-tryilser is specified,thedesignvetars are:these effective 05101/2013 byA SC Job Truss Truss Type Qty Ply POLYGON 4A R42899127 PL14-331_UPPER FT2 Floor 9 1 Job Reference(optional) Pacific Lumber&Truss Co. Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:37:33 2014 Page 1 ID:Fz9QzgfDn[T1 tgjap2TkUzyPYh_-c8H31 UtWsj?JEf2MOBNZaXMW9jl?j_vS3L2mnya0bG 1 2-6-0 I 1 1-4-0 I I 1-2-0 11 1-Q-12 1 Scale=1:33.7 1.5x3 II 3x8 = 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 I I 3x4= 1.5x3 I I 3x8 = 1.5x3 I I 9 1 2 3 4 5 6 7 8 10 _=� � �e e' � � _ _ 1'7 e e 1• 15 14 13 12 3x4 = 3x8= 3x4= 3x4= 3x8= 3x4= 9-9-8 10-6-0 I 9-1-0 9-18 10-4-611 19-3-12 9-1-0 0--8 0-7-0 8-9-12 0-7-0 0-1-8 Plate Offsets(X,Y)— 113:0-1-8,Edoe1,114:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.33 Vert(LL) -0.31 14 >751 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.61 Vert(TL) -0.48 14 >480 360 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.08 11 n/a n/a BCDL 5.0 Code IRC2006/TPI2002 (Matrix) Weight:85 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=844/0-4-8 (min.0-1-8),11=844/0-5-12 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3086/0,3-4=-3086/0,4-5=-3857/0,5-6=-3857/0,6-7=-3857/0,7-8=-3085/0,8-9=-3085/0 BOT CHORD 15-16=0/1825,14-15=0/3739,13-14=0/3857,12-13=0/3740,11-12=0/1824 WEBS 2-16=1970/0,2-15=0/1360,4-15=-705/0,4-14=-160/431,9-11=-1969/0,9-12=0/1361,7-12=-708/0,7-13=-154/436 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard r <<",R,,c0 PROpE. �i .„t4GItv4— 10 870 2PE �1- y '5, DREG N q,© 44/ '''P00s, BER '�' vr. A. Hi EXPIRES:06/30/2015 September 26,2014 I t A kfiARNI,M13.VerUy design paranwfsrs«nd REAS KITS ON THIS ANL maim MTV(REFERE/KE MG€MIT 74P3 tEr.112512014 REUSE imiit Design valid for use only with MTek connectors.Thu design s based only upon parameters shown,and'a for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibilitySIT@k= of the building designer.For general guidance regarding e fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPl1 Quarry Crkerla,DSB-89 and BCSI Boning Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Southern Pine(SP)lumber is:specified,the 4fesign valuers are those effective W0112013 by ALSC: Job Truss Truss Type Qty Ply POLYGON 4A R42899128 PL14-331_UPPER FT3 Floor 7 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:37:33 2014 Page 1 ID:Fz9QzgfDnFT1 tgjap2TkUzyPYh_c8H31 UtWsj?JEf2MOBNZaXMWr9kP?k5vS3L2mnya0bG I 2-60 I I 2-5-4 II 1-2-0 II 1-3-4 I Scale=1:31.6 1.5x3 I I 3x6= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 3x6= 1.5x3 I I 1 2 3 4 5 6 7 8 9 _vikmWm._.R%%%%%%%%% LO e e TA 1 14 13 12 11 10 354= 3x8= 1.5x3 II 3x4= 3x8= 3x4= 8-11-12 I 7-9-12 f--4-121 9-113 18-1-8 I 7-9-12 0-7-0 0-7-0 9-0-4 0-1-8 Plate Offsets(X,Y)— f4:0-1-8,Edgel,112:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) l/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.32 Vert(LL) -0.25 11-12 >873 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.57 Vert(TL) -0.39 11-12 >552 360 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(TL) 0.06 10 n/a n/a BCDL 5.0 Code IBC2009/TP12007 (Matrix) Weight:80 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 15=791/0-4-4 (min.0-1-8),10=791/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2824/0,3-4=-2824/0,4-5=-3381/0,5-6=-3381/0,6-7=-2830/0,7-8=-2830/0 BOT CHORD 14-15=0/1697,13-14=0/3381,12-13=0/3381,11-12=0/3356,10-11=0/1698 WEBS 2-15=-1832/0,2-14=0/1217,4-14=-770/0,8-10=-1833/0,8-11=0/1222,6-11=568/0,6-12=-227/340 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. LOAD CASE(S) Standard X00 PRQ1 co aGi—Ez- 7- 4t' 87022PE r t;n 7 ,Aj, OREG N 4©��/ �0 �`4$ER \s `J ( ` & H '' EXPIRES:06/30/2015 September 26,2014 i 0 ®VANIV3-Ver;ffdes€linparameicrsandREAD87115ONTHISAND75M.WI.`ESNTT:fREFERENdCEACEKU1473meI/28/20148E2R€tiSE Design void for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component.' Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown '! is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek. erector.Additional pemranent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/IPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Intormaton available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern.Pine ISP)lumber,is specified,the desigslvatues as..t'hese effective 06/111/2032:3 by MSC Job Truss Truss Type Qty Ply POLYGON 4A R42899129 PL14-331_UPPER FT4 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:37:34 2014 Page 1 ID:Fz9QzgfDn1T1tgjap2TkUzyPYh_4KrREqu8d07AspdYyuuo7lugsZ5?kFt3gj4clDyaobF I 2-6-0 I 1 2-5-4 1 1 1-2-0 I F- 1-0-0 ( Scale=1:22.1 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4 5 6 7 • • • a No - '4.' ./' e • ANII lb. • 4,1 11 10 93x4= 3x4= 3x6= 1.5x3 II 3x4= 9-1-4 I 7-9-12 1 8+1-2 18-11-121 12-8-12 I 7-9-12 0-7-0 0-7-00--8 3-7-8 Plate Offsets(XX)— 14:0-1-8,Edae1,19:0-1-8,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 0.43 Vert(LL) -0.11 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.48 Vert(TL) -0.17 10-11 >905 360 BCLL 0.0 Rep Stress Incr YES WB 033 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IRC2006/TP12002 (Matrix) Weight:57 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12=554/0-4-4 (min.0-1-8),8=554/0-4-8 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1691/0,3-4=-1691/0,4-5=-1502/0,5-6=-1502/0 BOT CHORD 11-12=0/1116,10-11=0/1502,9-10=0/1502,8-9=0/1137 WEBS 5-9=-283/0,2-12=-1205/0,2-11=0/621,4-11=-115/315,6-8=-1227/0,6-9=0/593 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard �4t0 PRQFss <c~ 4 GI NE 6' fes* ' 87022PE f 7 N , SAT OREG e lel cta 4t// 'S0 FMeER 11 N £3, . HEN P EXPIRES:06/30/2015 September 26,2014 9 e a WARN7!Xa Near Agra pram frrs and READ APIES CH MIS MD MIMED MED P47TEK REFERENa PAGE Rif 7473 isr 1/25,12014£OF7A USE -- Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. » Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding �}ff fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Catena,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Fins t5P1 lumber isapecified,the design:aekues are these effective 06/01/2015 fayAtSC Job Truss Truss Type Qty Ply POLYGON 4A R42899130 PL14-331_UPPER FT5 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:37:35 2014 Page 1 ID:Fz9QzgfDn[T1 tgjap2TkUzyPYh=YXPpSAumOKF1TzCIWcQ1 gyRtby0VTdhCvNg9gya0bE I 2-6-0 I 1 1-1-8 II 1-2-0 ii 1-0-12 1 Scale=1:33.3 1.5x3 II 3x6= 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 II 3x4= 1.5x3 II 3x6= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 e N t! -mss , 16 15 14 13 12 3x4= 3x8= 3x4= 3x4= 3x8= 3x4= 9-7-0 10-3-8 I 8-10-8 9-PiD (o-2-0II 19-1-4 I 8-10-8 0--8 0-7-D 8-9-12 0-7-0 0-1-8 Plate Offsets(X,Y)— 1.13:0-1-8,Edge1,114:0-1-8,Edoel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.29 13-14 >775 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.59 Vert(TL) -0.46 13-14 >497 360 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IRC2006/TP12002 (Matrix) Weight:85 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=835/Mechanical,11=835/0-5-12 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3040/0,3-4=3040/0,4-5=-3773/0,5-6=-3773/0,6-7=-3773/0,7-8=-3040/0,8-9=-3040/0 BOT CHORD 15-16=0/1802,14-15=0/3672,13-14=0/3773,12-13=0/3673,11-12=0/1802 WEBS 2-16=-1946/0,2-15=011336,4-15=-682/0,4-14=-164/412,9-11=-1945/0,9-12=0/1336,7-12=-683/0,7-13=-163/414 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. LOAD CASE(S) Standard DIAD PRQp c'o, .-co N� 9 cS�0*9 87022P- r i tv IV 7 \'', '•-•OR GON tib 4✓ S A- He.# EXPIRES:06/30/2015 September 26,2014 i _ r ®KAMMl-Yen,'fydesign paraus7tirsAnd READ P/res 014 THIS AND IN LUUDEDNITERREFERENCEt�liSENf7473rex.12f/251$B BEMUSE Design valid for use only with Mifek connectors.This design is based only upon parameters shown,and is for an individual building component. �- Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the l erector.Additional permanent bracing of the overall structure is the responsibility of the buildingTe 'designer.For general guidance regarding 1 fabrication,qualify control storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Skeet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 PT Southern Piere$SP)lumber isspecifsed,the designvalues acethesre effective OG/02/2O13 brA SC Job Truss Truss Type Qty Ply POLYGON 4A R42899131 PL14-331_UPPER FT6 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:37:35 2014 Page 1 ID:Fz9QzgfDnlTltgjap2TkUzyPYh=YXPpSAumOKF1TzCIWcQIgyRsDyP?TeQCvNg9gya0bE 1 2-0-0 I 1 1-10-0 II 1-2-0 II 1-0-12 1 2-6-0 II 2-6-0 I 2-6-0 I Scale:3/8"=1' 1.5x3 II 3x6= 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 I I 3x4= 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 16 15 14 13 12 3x4= 3x8= 3x4= 3x4= 3x8= 3x4= 1 8-2-8 18-9-819-4-81 18-3-12 I 8-2-8 0-7-0 0-7-0 8.11-4 Plate Offsets(X,Y)— 113:0-1-8,Edciel,114:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.33 Vert(LL) -0.25 13 >880 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.56 Vert(TL) -0.39 13 >564 360 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(TL) -0.06 16 n/a n/a BCDL 5.0 Code IRC2006/TPI2002 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 OF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=800/Mechanical,11=800/0-5-12 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2473/0,34=-2473/0,4-5=-3463/0,5-6=-3463/0,6-7=-3463/0,7-8=-2870/0,8-9=-2870/0 BOT CHORD 15-16=0/1420,14-15=0/3139,13-14=0/3463,12-13=0/3416,11-12=0/1718 WEBS 2-16=-1591/0,2-15=0/1179,4-15=-746/0,4-14=-3/579,9-11=-1854/0,9-12=0/1244,7-12=590/0,7-13=-205/360 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. LOAD CASE(S) Standard �gti� PR O�-`SS c\�Ids „. t"' ELc"9 f62 .8770022222E 9' ai 7 41;),5. cll' OREG 'T Zc'4�t✓/ O F�8ER \N r -S A. Heo EXPIRES:06/30/2015 September 26,2014 1 i ®WAJtLY3-Verity de_/garurarlxtcrssodREASa5 TESON71MISAND MIMED Aka/4117473mc.1/25/2014BERME USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. 1 Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the IPr RA erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 if54m tcm Pirw(SF)cumber is speciNhat the.des;5ewipes aeruStre eeffexteseice./O1/za23 byr.MSC Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 /4 s " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury MMDimensions are in ft-in-sixteenths. I4046. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal orX-bracing,is always required. See BCSI. TOP CHORDS 1 „ 2. Truss bracing must be designed by an engineer.For 0'/16 it wide truss spacing,individual lateral braces themselves IUM 0may require bracing,or alternative Tor I pbracing should be considered. 0■_� 03. Neverexceedthe designloadingshown andnever stack materials on inadequately braced trusses. O1k\IIii 1 4 designer,Provide erection tsu truss design o ttheownerang ndFor 4 x 2 orientation,locate C7-8 BOTTOM CHORDS cse all other interested parties. property plates 0-ng' from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR-1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that ") Indicated by symbol shown and/or SYP values as published specified. bytext in the bracingsection of the representsbAWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. 1 Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. tin.01, reaction section indicates joint 111 111.111111111. number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 10111111111.11 40 18.Use of green or treated lumber may pose unacceptable _. environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal hill19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. a is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 221-0' F.. = I w W oCe wl= z 'Ll f,,' LU LU Q0I-0o� I, T Z Z omco a-= o U OZ H Z o o I Sam'"¢ r rc to cn 0 c.D PM'>m;z Z LU Lu 2 Z z .-.o C - H ceai aiI- p CC z Cr) Cr) Li) u. _=ozQ 8 LLJ CC Ce 0 z =3cc-Tc o�o u' Z O O (CJ '-'H z . 1-i I Li " N o cn LU 0 ¢ CD cD O u O E<"' a Z CJ CJ K Z i¢o IJJ 1 1 I I I . I I 1 ' : I 1 1 a3"s ' 6 -•12 I B 1 R.0 2 ,,e___ m i 1 01, „ 7: r , 1 IIII ' 14 ,2 ` ,ii1'- �I 71,1/2' �±(C.!*• ' /; , 'T _ — y, ' AVL_x .. ._ .. .. pfd 0CONFORMS TO DESIGN CONCEPT 40-f«) § Q 4:V4I ❑ CONFORMS TO DESIGN CONCEPT WITH a REVISIONS NOTED Cl se. ` 0 NON-CONFORMING–REVISE&RESUBMIT 9.4 PLATE THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE DIFFERANCE 7'-3 1I4� FABRICATORNENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGN DRAWINGS,SPECIFICATIONS,AND APPLICABLE CODES,ALL OF WHICH HAVE r "1 pp�� PRIORITY OVER THIS SHOP DRAWING. 1'-p 1(2.2 By David R Burnett Date 10/6/14 I I MILBRANDT ARCHITECTS ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 09/08/14 PLACEMENT NLY.REFER TO TRUSS CA COULATONS AND ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-1: DRGN RG NFOR GINE R F RECER wifi umber INFORMATION.BUILDING 4-A NH KD INFORMATION. RILDINGRD tia,L RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING 4-A NH / A CHECKED BY: DESIGNER/ENGINEER OF RECORD TO & TRUSS REVIEW AND APPROVE OF ALL COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. r =m a LU z o � W LU LU ` Uz z = , _ O o QZ zLU o H zzce 0-100 7 S¢mLCD J LU W = Z OOu = m CC aiiUU W U") Ln (11 u_ o o z a a W z z UTcU w Z • O O U '"6zz . I-1 U- w ¢�� s CD O O w O X00 U = Z • ! U U z zsQos W -H� U®❑ ❑ ,.moo m ,• 8.5:11 i ❑X CONFORMS TO DESIGN CONCEPT ❑ CONFORMS TO DESIGN CONCEPT WITH REVISIONS NOTED ❑ NON-CONFORMING—REVISE&RESUBMIT 1 i I i i THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE FABRICATORNENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGN DRAWINGS,SPECIFICATIONS.AND APPLICABLE CODES,ALL OF WHICH HAVE 6.2/12 PRIORITY OVER THIS SHOP DRAWING. By David R Burnett Date 10/6/14 I MILBRANDT ARCHITECTS W. 6 12 id �' •0 m: :m • m . v / . B1jot) / m i /iyi,fr ' t21 M 2H - 28 — % j cptC 1a -, -- r) s -- � is:i2� AGE 9'-4'PLATE Cl GE DIFFERANCE T-3114 r -1 1'-p 1{Y ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 09/08/14 TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL '.'1 PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER umber 4-A NH KDING DESIGNER/ENGINEER OF IRECORD MI Ft,Q RESPONSIBLE FOR ALL NON-TRUSSP.. PLAN: DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING 4-A NH / A CHECKED BY: DESIGNER/ENGINEER OF RECORD TO TRUSS REVIEW AND APPROVE OF ALL COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1, Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSi,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988(MiTek). N.JO!j ` A cPROrt 4.) w Y ,...<-'7' x %4 . BOys : y � ■ �At, 46, /4 i / � pk r17-; , 6////1; EXPIRES b13o11( IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 12-11-00 GIRDER SUPPORTING 45-06-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 86 2- 8=(-712) 3076 2- 3=(-5662) 1266 BC: 2x8 KDDF #1&BTR 2- 3=(-5662) 1266 8- 9=(-706) 3054 8- 3=( -582) 2678 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-3698) 932 9-10=(-624) 3054 3- 9=(-1184) 378 2x6 KDDF #2 A LL = 25 PSF Ground Snow (Pg) 4- 5=(-3698) 932 10- 6=(-628) 3076 9- 4=(-1344) 5302 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 12'- 11.0° V 5- 6=(-5662) 1266 9- 5=(-1184) 378 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 543.8)+DL( 389.8)= 933.5 PLF 0'- 0.0" TO 12'- 11.0' V 6- 7=( 0) 86 5-10=1 -580) 2678 BC LATERAL SUPPORT <= 12"OC. UON. 5- 6=(-5662) 1266 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OVERHANGS: 12.0" 12.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0" -1508/ 6556V -238/ 238H 5.50" 10.49 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 12'- 11.0° -1508/ 6556V 0/ OH 5.50' 10.49 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series ( 2 ) complete trusses required. Join together 2 ply with 3"x.131 DIA GUN �DOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing,) nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" 5" oc in 2 row(s) throughout 2x8 bottom chords, MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" 9" oc in 2 rows) throughout 2x6 webs, MAX LL DEFL = -0.025' @ 6'- 5.5" Allowed = 0.600" 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.050" @ 6'- 5.5" Allowed = 0.800" 6-05-08 6-05 08 MAX LL DEFL = -0.001' @ 13'- 11.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001° @ 13'- 11.0" Allowed = 0.133" 3-03-02 3-02-06 3-00-10 3-04-14 MAX HORIZ. LL DEFL = 0.007" @ 12'- 5.5" T f I - f MAX HORIZ. TL DEFL = 0.011" @ 12'- 5.5" 12 M-4x6 t2 DESIGN ASSUMES MOISTURE CONTENT DOES 14.007 N 14.00 NOT EXCEED 19%AT TIME OF MANUFACTURE. 4 4 0" Design conforms to main windforce-resisting system and components and cladding criteria. i Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. N- M-4x12 M-4x12 0 0 044N co M M-1.5x3 o� /4. -Vo M-12x14 M-3x10 =M-10x10 M-3x10 M-12x14 6 1, 1, ), ), ) 3-03-02 3-02-06 3-02-06 3-03-02 1, J, > ), 1-00 12-11 1-00 JOB NAME: POLYGON 4-A NH - AG 5" ••Y% N PRO Scale: 0.2499 t 02 WARNINGS: GENERAL NOTES,unless otherwise noted: v /�/� -57 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �(((�� P E Truss: AG and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at r�r. DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by _r �I�� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �y. DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON /`4 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. -9 v,/ SEQ. : 6052929 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, Lj 47 '�� design loads be applied to any component and are for"dry condition"of use. O -7 Y 7 4 11° "r- T BANS I D: 407653 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if f�P fabrication,handling,shipment and installation of components. Dnesign as. Lp V 7.Design assumes adequate drainage is provided. CC rry R' 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII IIII VIII VIII VIII II I III IIII IIII TPINVTCA in BCSI,copies of which will be furnished upon request. Digit coincide with jointcenterche. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 1E1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 49'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 52 2-12=(-1145) 3412 3.12=( -243) 295 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2- 3=(-3743) 1459 12-13=( -912) 3044 12- 4=( -161) 480 WEBS: 2x4 KDDF STAND 3- 4=(-3577) 1465 13-14=( -700) 2590 4-13=( -569) 346 LOADING 4- 5=(-2976) 1320 14-15=( -713) 2453 13- 5=( -204) 792 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2278) 1172 15.16=( -924) 2817 5-14=(-1009) 554 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2278) 1172 16-10=(-1152) 3185 14- 6=( -788) 1764 TOTAL LOAD = 42.0 PSF 7- 8=(-2976) 1320 14- 7=(-1010) 554 OVERHANGS: 12.0" 12.0' 8- 9=(-3577) 1465 7-15=( -204) 793 LL = 25 PSF Ground Snow (Pg) 9-10=(-3744) 1459 15- 8=( -569) 346 Connector plate prefix designators: 10-11=( 0) 52 8-16=( -161 481 C,CN,C16,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16- 9=( -243) 295 M,M20HS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) 0'- 0.0" -367/ 2172V -304/ 304H 5.50" 3.48 KDDF ( 625) 49'- 0.0" -367/ 2172V 0/ OH 5.50" 3.48 KDDF ( 625) 'COND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 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 = 0.258" @ 24'- 6.0" Allowed = 2.404" MAX TL CREEP DEFL = -0.490" @ 16'- 6.1" Allowed = 3.206" MAX LL DEFL = -0.002" @ 50'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 50'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.106" @ 48'- 6.5" 24-06 24-06 MAX HORIZ. TL DEFL = 0.176" @ 48'- 6.5" 6-05-12 5-11-08 5-11-08 6-01-04 6-01-04 5-11-08 5-11-08 6-05-12 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 12 M-4x6 12 system and components and cladding criteria. 6.25'/ �I 6.25 4.0" Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 . (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), :N., load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x4 M 5x6(S) 5 M-5x6(5) 0 0.25" 0.25" c M 21% 3 /\*...M-1.5x3 M M ca 0 o 12 13 is ig 16 -'s1 •,i- 8 o M-3x8 M-3x4 0.25" M-3x8 0.25 M-3x4 M-3x8 0 M-5x8(S) M-5x8(S) 1, y y y ), y ), y y 8-06-03 7-11-15 7-11-15 7-11-15 7-11-15 8-06-03 y y 1-00 49-00 1-00 tp PROFFs JOB NAME : POLYGON 4-A NH - B1 <<.:0 �;wF si Scale: 0.1287 5 '7/$/fr Q2 WARNINGS: GENERAL NOTES,unless otherwise noted: �� '$7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 9 /,:•P E Truss: B1 and Warnings before construction commences. building component.Applicability of design parameters and proper /// 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by / �� is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)and/or d / ".- DATE: 9/8/2014 pcw 9(r s rywall(Bc>. '� the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ICC t' 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -y OREGON `V SEQ. : 6052930 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, G� '4.7 ��S�� design loads be applied to any component. and are for"dry condition"of use. O y 14, 2-c"\ -c T TRANS I D: 407653 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge ifs 'e'. necessary. /j7R �� fabrication,handling,shipment and installation of components. 7.nDesign assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by S.Plates shall be located on both faces of tress,and placed so their center VIII VIII III VIII IIII IIII 03 IIII TPIMIrCA in BCSI,copies of which will be furnished upon request. it coincide with jointain inches.9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 49'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 Hoc spacing.j TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF b1&BTR SPACED 24.0" O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Unbalanced live loads have been TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=25.6ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, considered for this design. LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Connector plate prefix designators: load duration factor=1.6, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.AND or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 24-06 24-06 12-03-10 12-02-06 12-02-06 12-03-10 12 HM-4x4 12 /— 6.25 L/ 3 6.25 LO M-3x5(S) M-3x5(S) 0 c!) M Cr) O O o 1 2II -n _ _ rn - — — 4 5 o O O M-3x4 M-3x5(S) M-3x5(S) M-3x4 J, J, 1, y 16-06-01 15-11-13 16-06-01 y y y y 1-00 49-00 ....,%0 PR OFFS JOB NAME : POLYGON 4-A NH - B GE1 Scale: 1.1680 \5� �IN>; o> WARNINGS: GENERAL NOTES,unless otherwise noted: �� '71811r ��/1115�� _v9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual II 921 1 P E Truss: B GE 1 and Warnings before construction commences. building component.Applicability of design parameters and proper // 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 15'o.c.respectively unless braced throughout their length by f;r� ; �' Po Y continuous sheathing such as plywood aired ing(TC)and/or drywall(BC). * CZ. DATE• 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON //'�'� 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 ^cl SEQ. : 6052931 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L/ �9 20'��. design toads be applied to any component. and are for"dry condition"of use. Q '14, TRANS I D: 407653 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �p fabrication,handling,shipment and installation of components. necessary. M' R R I�� 7.Designlaesassumesadequateon edth drainage is trus,provided. r•T 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center VIII III VIII VIII I I VIII IIII III IIII TPWVTCA in BCSI,copies of which will be tarnished upon request. Digitsgit coincide with jointcenterche. 9. linesindicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 11.0" 'COND. 2: Design checked for net(-5 pst) uplift at 24 "oc spacing.' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE, TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main d windforce-resistingladding DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Unbalanced live loads have been TOTAL LOAD = 42.0 PSF considered for this design. Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), Connector plate prefix designators: load duration factor=1.6, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer or equal typical at stud verticals. Refer to CompuTrus gable end detail for 6-05-08 6-05-08 complete specifications. DESIGN ASSUMES SHEATHING ATTACHED TO ONE FACE. 12 HM-44 12 14.00 A2 \J 14.00 *B 0 CO o cO e� iI 11111111116 �� 5 ) ), ,J ) 1-00 12-11 1-00 JOB NAME : POLYGON 4-A NH - A GE <(- PRoFFss Scale: 0.3258 �.5 `1/8// ��-s WARNINGS: GENERAL NOTES,unless otherwise noted: IK 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92 PE Truss: A GE and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ./..411,00r, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'Sc.. respectively unless braced throughout their length by //all/. �' DATE: 9/8/2014 p g designer. continuouspsheathinggsuch as lywooequirathing(TC)and/or drywall(BC). the overall structure is the responsibility of the building 3.2x Impact bridging or lateral bracingrequired where shown++ ! cr 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. y OREGON SEQ. : 6052932 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corosion environment, , Y 2.°,,,,A;,1- necessary. �� design loads be applied to any component and are for"dry condition°of use. / q A TRANS I D: 407653 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 14, fabrication,handling,shipment and installation of components. necessary. p + 7.Design assumes adequate drainage is provided. �rl PRO- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I VIII III VIII VIII VIII VIII I III IIII IIIITPI/WfCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 49'- 0.0" ICOND. 2: Design checked for net(-5 nsf) uplift at 24 "oc spacing.' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Unbalanced live loads have been TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, considered for this design. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LL = 25 PSF Ground Snow (Pg) load duration factor=l.6, Connector plate prefix designators: Truss designed for wind loads C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.AND or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 24-06 24-06 12-03-10 12-02-06 12-02-06 12-03-10 12 HM-4x4 12 6.25 / f -"---.1 6.25 4%4 o M-3x5(5) ,M-3x5(S) 0H 101'. IIIIIIII4 o o M-3x5(S) M-3x5(S) c M-3x4 M-3x4 y 1, 1, ,1 16-06-01 15-11-13 16-06-01 y y y 49-00 �_to PR OFFS JOB NAME : POLYGON 4-A NH - B GE2 5� G(NE s4 Scale: 0.1697 "\ t 02 WARNINGS: GENERAL NOTES,unless otherwise noted: v /S�� 9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92!S P E Truss: B GE2 and Warnings before construction commences. building component.Applicability of design parameters and proper // 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �r is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �/�' DES. BY: BS �`'!-- continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON ,I' 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. p 41 W A. SEQ. : 6052933 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used ie a non-corrosive environment, G. "r/,9 0'��`-A- design loads be applied to any component. and are for"dry condition"of use. Q 1' 14, 2 t� TRANS I D: 407653 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 0C fabrication,handling,shipment and installation of components. necessary. MZR R I P P 0.Designlaesassumes adequate ne drainagecistru ,provided. r5 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111114111111111 TPIMIfCA in BCSI,copies of which will be furnished upon request. git coincide with jointacenter che. 9.Digits insize oplate in inches.. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111101111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 49'- 0,0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-7370) 2980 1-12=(-2604) 6818 1- 2=(-7370) 2980 16- 8=(-565) 347 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-7391) 2850 12.13=(-1507) 4496 2-12=( 0) 267 8-17=(-165) 479 WEBS: 2x4 KDDF STAND; 3- 4=(-3150) 1382 13-14=( -878) 2897 12- 3=(-1416) 4033 17- 9=(-243) 294 2x4 KDDF #1&BTR A LOADING 4- 5=(-2722) 1283 14-15=( -662) 2480 3-13=(-2068) 825 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2242) 1190 15-16=) -721) 2422 13- 4=( -128) 434 TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2255) 1174 16-17=( -931) 2806 4-14=( -669 362 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2952) 1323 17-10=(-1159) 3162 14- 5=( -218) 730 8- 9=(-3546) 1468 5-15=( -984) 545 i OVERHANGS: 0.0" 12.0" LL = 25 PSF Ground Snow (Pg) 9-10=(-3714) 1458 15- 6=( -814) 1745 10-11=( 0) 52 15- 7=(-1015) 553 ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7-16=( -203) 805 Connector plate prefix designators: LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. C,CN,CI8,CN16 (or no prefix) = CompuTrus, Inc THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M20HS,M18HS,M16 = MiTek MT series LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) 0'- 0.0" -323/ 2058V -301/ 295H 5.50" 3.29 KDDF ( 625) 49'- 0.0" -368/ 2175V 0/ OH 5.50" 3.48 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.452" @ 13'- 4.0" Allowed = 2.404" MAX TL CREEP DEFL = -0.865" @ 13'- 4.0" Allowed = 3.206" MAX LL DEFL = -0.002" @ 50'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 50'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.253" @ 48'- 6.5" MAX HORIZ. TL DEFL = 0.414" @ 48'- 6.5" 24-06 24-06 T f f DESIGN ASSUMES MOISTURE CONTENT DOES 4-10-09 4-02-124-06-04 5-06-02 5-04-06 6-01-04 5-11-08 5-11-08 6-05-12 NOT EXCEED 19%AT TIME OF MANUFACTURE. 1' f Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.25 V M-4x6 6.25 Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" 6 ,f-+' (All Heights), Enclosed, Cat.2, Exp.6, MWFRS(Dir), /- load duration factor=1.6, ',,,.. Truss designed for wind loads M-3x45 7M-3x4 in the plane of the truss only. M-5x6(S) M-6x10(S) M-3x4 1111111111 4411111111i 1.0 a 0,25" 0 0.25" M 3x8 � . 9M-1.5x3 co M-1.5x3 2i o„,- r) M-5x16 r) o /12 �� v 1 0" Nu411111111111116"----. 1 vo ** =M-10x10 13 14 15 fr r7o o MSHS-9x18 M-3x4 M-3x8 0.2g M-3x4 M-3x8 0 a 3.50 3.501 M-5x8(S) 12 12 i' y y )" )" y )' )' y 6-10-12 y 6-05-04 , 5-06-02 5-07-14 8-01-01 7-11-05 8-05-09 y y y 6-10-12 6-05-04 35-08 1y0y0 49-00 1-00 JOB NAME : POLYGON 4-A NH - BV Scale: 0.1172 -<��p PpN�FF�,s/p WARNINGS: GENERAL NOTES,unless otherwise noted: /}`� /p �"$y BV 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual .921S f E t' Truss: BV and Warnings before construction commences. building component.Applicability of design parameters and proper /// 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1.10111W is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)and/or d „..04/11/M, DATE: 9/8/2014 responsibilitybuilding designer. Impact r p ywg q 91r ) ywall(BC). Ct, the overall structure is the res onsibili of the 3.2x or lateral bracing required where shown++ SEQ 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. OREGON <(/ S E Q 4- A_OREGON design loads be applied to any component. and are for"dry condition"of use. /O •41), 1 4, Jo h.�.. TRANS I D: 407653 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �` fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. MFR R I LL 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111111 TPI WTCA in BCSI,copies of which will be furnished upon request. Digit coincideitwithizjointcenter lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.2' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 146 6-7=(-179) 173 6-2=(-456) 184 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-239) 126 7-8=( -22) 32 2-7=( -49) 146 WEBS: 2x4 KDDF STAND 3-4=(-239) 126 7-3=( -30) 120 LOADING 4-5=( -6) 146 7.4=( -49) 146 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4-8=(-456) 184 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0,0" -71/ 487V -188/ 188H 5.50" 0.78 KDDF ( 625) Connector plate prefix designators: 7'- 3.2° -71/ 487V 0/ OH 5.50" 0.78 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" 3-07-10 3-07-10 MAX LL DEFL = -0.001" @ 8'- 3.2" Allowed = 0.100" f f f MAX TL CREEP DEFL = -0.002" @ 8'- 3.2" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.047° @ 1'- 10.9" Allowed = 0.317" 12 M 4x6 12 MAX TC PANEL TL DEFL = 0.096' @ 5'- 2.9" Allowed = 0.476" 14.00 7 N 14.00 MAX HORIZ. LL DEFL = -0,001" @ 7'- 1.5" 3 4.0" MAX HORIZ. TL DEFL = -0,001" @ 7'- 1.5' v DESIGN ASSUMES MOISTURE CONTENT DOES �Iiiihilill NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.8ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads N 0 in the plane of the truss only. co 0 u; M-3x4 M-3x4 0 0 u 0 c 111 Grp in 6�� 7mona8 M-1.5x3 M-3x8 M-1.5x3 /, y .1 3-07-10 3-07-10 y .) ) 1, 1-00 7-03-04 1-00 �_E0 PR OFFS JOB NAME : POLYGON 4-A NH - Cl Scale: 0.4001 .�� ,`7`/��01NF s- WARNINGS: GENERAL NOTES,unless otherwise noted: �� t. • /1 S 2giirv 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual =92 /P E Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper /// 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �r is the responsibility of the erector.Additionalpermanent bracingof 2'c.c.and at 10'o.c.respectively unless braced throughout their length by %, �I "� DES. BY: BS p y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -40 CC" DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 A_OREGON t(/ SEQ. : 6052935 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4- "7q 0'�� • design loads be applied to any component. and are for"dry condition"of use. Q 14, 2 `�- TRANS I D: 407653 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if AQ fabrication,handling,shipment and installation of components. necessary. ��n R I 1 V 7.Design assumes adequate drainage is provided. 44' '.PRIO 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII I I IIII VIII VIII VIII III IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. Digit coincide with jointcenterche. 9. Digits indicate size of plate in inches. MiTek USA,IDC./Co T puTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 11 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.2" ICOND. 2: Design checked for net(-5 osfl uplift at 24 "oc spacing.] TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12'0C. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Unbalanced live loads have been TOTAL LOAD = 42.0 PSF Wind: 140 m h, h=21.Bft TCDL=4.2,BCDL=6.0, ASCE 7-10, considered for this design. (All Heights), Enclosed , Cat.2, Exp.B, MWFRS(Dir), Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) load duration factor=l.6, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 3-07-10 3-07-10 T T T 12 12 DESIGN ASSUMES SHEATHING ATTACHED TO ONE FACE. 'IM-4x4 14.00 2 14.00 0 CO 0 U 0 0 0 411 —,'0 1 4 5 y y y y 1-00 7-03-04 1-00 R OFes JOB NAME : POLYGON 4-A NH - C1GE Scale: 0.4473 mac;- ,�ypl�.�n/PpN,... is/pA WARNINGS: GENERAL NOTES,unless otherwise noted: 4�� '�1`-�, -� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92 S S P E C Truss: Cl G E and Warnings before construction commences. building component.Applicability of design parameters and proper //♦ 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). `��- DATE 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ M Ct. : 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. -p OREGON �(f SEQ. : 6052936 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in anon-corrosive environment, 4.-.16".7.1 �� design loads be applied to any component. and are for"dry condition"of use. Y '�4 2� �.. TRANS I D: 407653 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if Q. nfabrication,handling,shipment and installation of components. ecessary. 7.Designassumes adequate ne hdrainage isotru ,provided. �`R R IL 8.This design is furnished subject to the limitations set forth by 8,Plates shall be located on both faces of truss,and placed so their center VIII I VIII VIII VIII VIII I I I II IIII TPINJfCA in BCSI,copies of which will be famished upon request. git coincide with jointcenterche. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111111III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 7.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 6-7=(-321) 387 2.6=(-180) 238 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2-3=( -83) 157 6.3=(-579) 555 WEBS: 2x4 KDDF STAND; 3-4=(-376) 415 3-7=(-358) 345 2x4 KDDF #1&BTR A LOADING 4-5=( -20) 9 7-4=(-387) 349 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF IC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -54/ 439V -256/ 393H 5.50" 0.70 KDDF ( 625) 7'- 7.5' -278/ 450V 0/ OH 5.50" 0.72 KDDF ( 625) M-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" M,M2OHS,M18HS,M16 = MiTek MT series MAX TL CREEP DEFL = -0.002" @ -1'- 0.0' Allowed = 0.133" 3-07-09 3-08-03 0-03-12 MAX BC PANEL LL DEFL = -0.080" @ 3'- 8.8' Allowed = 0.326" 1' 1' 'f'I + Laterally brace to roof diaphragm. MAX BC PANEL TL DEFL = -0.199" @ 3'- 8.8' Allowed = 0.435" MAX HORIZ. LL DEFL = 0.003" @ 7'- 2.0" M-1.5x3 5 Refer to CompuTrus standard MAX HORIZ. TL DEFL = 0.003" 8 7'- 2.0" gable end detail for complete M 3x5 specifications. DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 �� Design conforms to main windforce-resisting 14.00 system and components and cladding criteria. M-1.5x4 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �` load duration factor=1.6, Truss designed for wind loads M 3x5 in the plane of the truss only. M-3x4 Truss designed for 4x2 outlookers. 2x4 let-ins of the same size and tirade as structural top chord. Insure tight fit at each end of let-in. �� o Outlookers must be cut with care and are do :t o permissible at inlet board areas only. 111 A M-1.5x3 v� 0 0 1 -/- 6- �'7 M-3x4 M-3x4 y ), 1, 1-00 7-07-08 JOB NAME : POLYGON 4-A NH - C2 5. :,'% PN�FF`�,,9 Scale: 0.2938 Il o2 WARNINGS: GENERAL NOTES,unless otherwise noted: X811 9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual = PE Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at .r�' DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'c.c.and at 10'o.c.respectively unless braced throughout their length by /°r40190.- -• % �i� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ry. DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON i 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. A- SEQ. : 6052937 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 470'7;1k � �� Q�� {� design loads be applied to any component. and are for"dry condition"of use. O k 1 4 2 A"'{ TRANS I D: 407653 5.CompuTrus has no control over and assumes no responsibility for the a.Design assumes full bearing at all supports shown.Shim or wedge if �y T- fabrication,handling,shipment and installation of components. necessary. MtrR R 1�� V 7.Designlaesassumes adeqne drainage a is truss, C:: 1 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIII VIII III VIII VIII VIII I II IIII IIII TPIANfCA in BCSI,copies of which will be furnished upon request. git coincidewith jointain che. 9.Digits indicate size of plate in inches. MITekUSA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MTek) EXPIRES:12/31/2015 1E1 411 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 7.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 6-7=(-321) 387 2-6=(-180) 238 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=( -B3) 157 6.3=(-579) 555 WEBS: 2x4 KDDF STAND; 3-4=(-376) 415 3-7=(-358) 345 2x4 KDDF #1&BTR A LL( 25.0)+DL( 7.0)LOADING INP CHORD = 32.0 PSF 4.5=( -20) 9 7.4=(-387) 349 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -54/ 439V -256/ 393H 5.50° 0.70 KDDF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7 - 7.5" 276/ 450V 0/ OH 5.50" 0.72 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "Sc spacing.' M,M2OHS,M18HS,M16 = MiTek MT series 9 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001" @ -1'- 0.0° Allowed = 0.100" 3-07-09 3-08-03 0-03-12 MAX TL CREEP DEFL = -0.002" @ -1'- 0.0° Allowed = 0.133" MAX BC PANEL LL DEFL = -0.080" @ 3'- 8.8" Allowed = 0.326" T T T T MAX BC PANEL TL DEFL = -0.199" @ 3'- 8.8" Allowed = 0.435" 12 M-1.5x3 5 MAX HORIZ. LL DEFL = 0.003" @ 7'- 2.0" 14.007 MAX HORIZ. TL DEFL = 0.003" @ 7'- 2.0" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x4 v 0 M-1.5x3 inIA: �7 M-3x4 M-3x4 1, > y 1-00 7-07-08 JOB NAME : POLYGON 4-A NH - C3 Scale: 0.3002 5<<YN (SIN OFFt..)c) WARNINGS: GENERAL NOTES,unless otherwise noted: 4Ct- 2(5/MY'f� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual !9 /_,P E r Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper /// 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �� is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC) ,.../%111100„; DATE 9/8/2014 responsibilitybuilding designer. P bridging PYaq reshow/ordrywall(BC). Cr the overall structure is the res onsibili of the 3.2x Impact bdd in or lateral bracingrequired where shown++ M 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 OREGON 14/ SEQ. : 6052938 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L" �.r1 \� design loads be applied to any component and are for"dry cond"Rion"of use. /O -7 ,�4, 2:3„, O A•.r TRANS I D: 407653 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �` fabrication,handling,shipment and installation of components. Dsign M`R R 1�� 7.necessary.Design assumes adequate drainage is provided. r"T r5 1 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center IIIA III I VIII IIII III VIII I III IIII IIIITPIMfrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. a. Digits indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015