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Plans (60) /1-E 97.-Z0/6- 000 ?) RECEIVED is-2_724 sz.) 72- , r liltMAR 8 2016 iTe lc° CITY DING DIVISION MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-411_UPPER Fax 916/676-1909 POLYGON 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:R43351148 thru R43351177 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. \, ,tp PRQpF�,, Ny 'INFO Dpi, 8 f- 2f E ( z N g '0),OREGON qQ 4� ' � .'OBER1 4 CIO A,. Hey- EXPIRES:06/30/2015 ey—EXPIRES:'06/30/2015 December 5,2014 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 R43351148 PL14-411_UPPER F01 Floor Girder 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 04 12:13:12 2014 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl l-qgRupLEE0e29FGwnYtm9z4svH7_H9uNQcomlmHyCJyb I 1-0-0 I 1.5x3 II 1 3x4= 5 2 Scale=1:13.2 _-U I■„ III _ o 0 • M o-mit -/ 4 =' 3 1.5x3 II 3x4= I 1-3-0 I 1-3-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.37 Vert(LL) 0.00 4 "" 480 MT20 2201195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-0 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) 4=183/0-3-8 (min.0-1-8),3=219/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 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)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)277 lb down at 0-8-6 on top chord. The design/selection of such connection device(s)is the responsibility of others. 5)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:3-4=-10,1-2=-100 Concentrated Loads(Ib) Vert:5=-277(F) PRQFfiss ' ..✓ 0-,9 ' 870 2PE r to 7 Cl*p� OREG N if' 4/ '�0 4l8ER 5' ` 5 k HON- EXPIRES:06/30/2015 EXPIRES:06/30/2015 December 5,2014 ti ®OWING-Ver,:'ydesign raramemesaidREAD/0TESONTHISA/sDIs4C2.IsEFG.MITE?fR€FERENCEPAGEtfll7473mA1/25/213I4 PF USE _ Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 'F 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 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,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 ItStsutharra Pine OP)lumbar is specified,the dasige values are-these erectivt 06/OI/2OL5 by ALSC Job Truss Truss Type Qty Ply POLYGON R43351149 PL14-411_UPPER F02 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 04 12:13:15 2014 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-EE61 RNG6hZQk6kfMD?KsbiURzKwkMBMsJm?yNcyCJyY F 1� 1 1-1-0 II 1-2-0 111-7 II 1-2-0 11111,131 Scale=1:39.9 5x6 I I 3x8 11 3x6 FP= 3x6 FP= 5x8 11 5x8 11 5x6 11 5x8 11 1 2 3 4 5 6 7 8 41 9 10 1112 13 14 15 16 17 18 19 20 21 22 23 24 • • ilA\ - A\ - A N...._ 1 - \ / \ A\- 19 • m - e - a e e a e e I6 6 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 6x6= 8x8= 3x6 FP= 6x8 I I 5x6 11 5x6 I 5x6 I 6x6 I I 8x8= 6x6- 1.5x3 SP= 3x6 FP= _ 6x8 I I 1 23-1-4 21-14 Plate Offsets(X.Y)- [32'0-3-0.0-0-01 [34'0-3-0.0-0-01 LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 027 Vert(LL) -0.18 33 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.34 Vert(TL) -0.29 32 >955 360 BCLL 0.0 Rep Stress Incr NO WB 0.31 Horz(TL) 0.06 25 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:204 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 No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 40=1802/0-5-8 (min.0-1-8),25=1724/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2126/0,34=-2126/0,4-5=-3962/0,5-6=-3962/0,6-7=-3962/0,7-8=-5590/0, 8-41=-5590/0,941=-5590/0,9-10=-5969/0,10-11=-5974/0,11-12=-5974/0, 12-13=-5823/0,13-14=-5823/0,14-15=-5433/0,15-16=-5433/0,16-17=4691/0, 17-18=4691/0,18-19=-3503/0,19-20=-3503/0,20.21=-3503/0,21-22=-1960/0, 22-23=-1960/0 BOT CHORD 3940=0/1126,38-39=0/3074,37-38=0/4791,36-37=0/4791,35-36=0/5969,34-35=0/5969, 33-34=0/5969,32-33=0/5974,31-32=0/5974,30-31=0/5660,29-30=0/5153, 28-29=0/4146,27-28=0/4146,26-27=0/2781,25-26=0/1061 WEBS 240=-2082/0,2-39=0/1926,4-39=-1828/0,23-25=-1962/0,23-26=0/1733, 21-26=-1581/0,21-27=0/1391,18-27=-1238/0,4-38=0/1710,7-38=-1598/0,7-36=0/1558, 8-36=-777/0,9-36=-765/0,18-29=0/1051,16-29=-889/0,16-30=0/541,14-30=-437/0, 14-31=0/315,12-31=-281/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x6 MT20 unless otherwise indicated. ,c� EO PRQ- ss, 3)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ,, _ G[N lO 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. 14/ �! 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1029 lb down at 6-11-0,and 177 lb ' 87C?22P E: C down at 15-5-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 5. (SAT i ©REGIO tip Ill 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) ' O �EEIl 1 Vert:2540=-8,1-16=-80,16-24=-130(F=-517) \..lR Concentrated Loads(Ib) A HE Vert:16=-177(B)41=-965(B) EXPIRES:06/30/2015 December 5,2014 9 B AWARNM5-Verify delign pensioners sitd READ WTES ON MIS ANI MIMED KM(SEFEREKE PAGE MIL 7 473 sec 3/28/251I0E'IISE - �� Design valid for use only with MTek 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 _ ra■'�� .. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding �}f( fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/7P11 Quality Criteria,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 IfSouttsere Piste75,P)lavrrts•4 is spetlfeat the 4e ss aatuaa ur,etilfase 06/01/2013 by AMSC Job Truss Truss Type Qty Ply POLYGON R43351150 PL14-411_UPPER F03 Floor Ginter 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 04 12:13:15 2014 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-EE61RNG6hZQk6kfMD?KsbiUTwK KM7YsJm?yNcyCJyY I 1-7-0 I I 1-9-0 I Scale=1:17.8 6x6= 3x6 II 3x6 II 3x6 I I 3x6 I I 3x6 II 1 11 2 3 4 12 5 13 6 • d L e e d 10 9 8 6x6= 5x6 I I 3x6 I I 6x6 = I s-1-0 I 9-4-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.15 Vert(LL) -0.01 8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.11 Vert(TL) -0.02 8-9 >999 360 BCLL 0.0 Rep Stress lncr NO WB 0.55 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:78 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) 10=1045/Mechanical,7=889/0-5-8 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-10=-1033/0,1-11=-770/0,2-11=-770/0,2-3=-770/0,3-4=-1123/0,4-12=-1123/0,5-12=-1123/0 BOT CHORD 8-9=0/1102,7-8=0/781 WEBS 5-7=-1068/0,5-8=0/476,4-8=-311/0,3-9=-463/0,2-9=-417/0,1-9=0/1082 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 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)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)276 lb down at 0-6-10,132 lb down at 2-1-13,132 lb down at 3-9-0,132 lb down at 5-4-3,and 132 lb down at 6-11-6,and 132 lb down at 8-6-9 on top chord. The design/selection of such connection device(s)is the responsibility of others. 5)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 Vert:710=-10,1-6=-100 '\(T`�� � ��6 Concentrated Loads(Ib) � fi!� o� Vert:4=-132(F)3=-132(F)2=-132(F)11=276(F)12=-132(F)13=-132(F) 870 2PE f C tri 5. 7 �A S OREGON ti,Q40 O, 'AP BER \' P ` A,- t-ERS EXPIRES:06/30/2015 December 5,2014 { i vardiF -Yer,'?yde=ismparanseerx and READ a5OIFSOWTHIS AA MIMED 1427EKREFERENCE PAGE H/I.7413 rea.025/2014BEWEISE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �y 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. IER' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IYI 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and ICSI 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 gf Serkinharn Pine tso4 tulTamr isstxesified,OM 6134{91119auc1 are thElla etimative06/Oi/2OS3 byA SC Job Truss Truss Type Qty Ply POLYGON R43351151 PL14-411_UPPER F04 FLOOR GIRDER 2 1 Job Reference(optional) Parc Lumber 8 Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 04 12:13:17 2014 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-BdEns3INCAgSM 1 pILQMKg7Zp88Yigya9m4U3RUyCJyW 0-1-8 HI 1-2-8 1 2-6-0 1 0-Jye Sca e=1:42.6 1.5x3= 3x6 FP= 1.5x3 = 3x6 FP= 1.5x3=6x6= 4x6 I I 5x6 I I 1.5x3 =- 1 1 2 253JJ 4 5 6L 78 JJ 9 10 11 12 13 22^," H G.4.......N. V G U +� 24 7 7 .......N.N, 7 %%.N.„,„,.... - ,z, 21 23 0 . Mg 20 19 18 17 16 15 14 3x4= 4x8= 3x6 FP= 3x5= 3x5= 4x8= 3x4= 1.5x3 SP= I 24-6-8 I 24-6-8 Plate Offsets(X.Y)— [22:0-1-8.0-0-81.124:0-1-8.0-0-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (roc) I/deft lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.10 Vert(LL) -0.19 16-17 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.63 Vert(TL) -0.32 16-17 >896 360 BCLL 0.0 Rep Stress Ina: NO WB 0.77 Horz(TL) 0.08 14 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:155 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) 14=1065/0-5-4 (min.0-1-8),20=1080/0-5-8 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-25=-1884/0,3-25=-1884/0,3-4=-1884/0,4-5=-3330/0,5-6=3330/0,6-7=-3330/0,7-8=-3502/0,8-9=-3502/0, 9-10=-2404/0,10-11=-2404/0,11-12=-2404/0 BOT CHORD 19-20=0/644,18-19=0/2741,17-18=0/2741,16-17=0/3547,15-16=0/3087,14-15=0/1360 WEBS 12-14=-1666/0,12-15=0/1279,9-15=-836/0,9-16=0/509,7-17=-265/0,417=0/723,4-19=-1049/0,2-19=0/1519, 2-20=-1238/0 NOTES- 1)All plates are 3x6 MT20 unless otherwise indicated. 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 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)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)20 lb down at 3-6-0 on top chord. 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). LOAD CASE(S) Standard PR 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 „<<�`t� Ore 6' , Uniform Loads(plf) Co,� , G[NEe /O Vert:14-20=-8,1-13=-80 44.,/ "7 Concentrated Loads(Ib) Vert:25=-20(B) Ct. 870 2PE r- (f) N , - �4,),OREG N ii�4�� �c ��6ER .\ ..\'' 4 A- H - Ck EXPIRES:06/30/2015 December 5,2014 4 I A WAANIMS.Verity deggra raramesrs mrsd READ N 1ES ON-MEM S7 .LED MITER REFERENCE PAGE 1412 7473 mc 1125/20€0BECRE ESE mi.. 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 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPfI Quality Criteria,DSB-89 and ICS!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 fFSavthemPine t )tuasnlautisifee.d,ttsuaugasuaturuarethticaerect-raret3Q01f203.3 bvAt5C 4 Job Truss Truss Type Qty Ply POLYGON R43351152 PL14-411_UPPER F05 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 04 12:13:17 2014 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-BdEns3INCAgSM1 pILQMKg7Zpf8hRg8d9m4U3RUyCJyW I 1-2-12 I 1.5x3 II 1 3x4= 2 Scale=1:13.2 0 0 N 7 k 4 3 1.5x3 II 3x4= 1-5-12 1-5-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:12 lb ET=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 1-5-12 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=74/Mechanical,3=74/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 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 �ti4ti PRQ, ,c3 ��NE€ /° ct 87022PE r 7 AT OREG N (`) . X00.0 .8ER11 Q� 1/41 eck EXPIRES:06/30/2015 December 5,2014 47 A WARM.a-Verity denim paranxlbrs a d READ ICIES oft mos Aft MIMED ED M1Tf KR€F€REM7 PAS M f 7 473 mt.,:t/25/2 TlBBEFC4EUSE _ 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 responsibility of the MiTek'erector.Additional per manent 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/TPIl Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Informallon available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 ft 5 nunhern iisse(59)kurtise4 is 99.ecifsadt.Cisedesitgn velum are those effective 06/09/5013 b+yA SC Job Truss Truss Type Qty Ply POLYGON R43351153 PL14-411_UPPER F07 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 04 12:13:16 2014 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-fpo94PJ?zUoJzBOxu7IZCL6_SY1hZbMl?kDd_xyCJyV 011-8 Scale=1:39.4 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 M ] e - ❑ e - ❑ a ❑ e m ❑ ❑ - 2 e 42 Iw ti 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 3x6 FP= 1-4-0I 2-8-0 I 4-0-o I 5-4-0 I 6-8-0 I 8-0-0 I 9-4-0 I 10-8-0 I 12-0-0 I 13-4-0 14-8-0 16-0-0 17-4-0 I 18-8-0 20-0-0 I 21-4-0 I 22-8-0 I23-11-12 i 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-3-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 21 n/a n/a BCDL 5.0 Code IBC2012/1-P12007 (Matrix) Weight:112 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) REACTIONS. All bearings 23-11-12. (Ib)- Max Gray All reactions 250 lb or less at joint(s)40,21,39,38,37,36,34,33,32,31,30,29,28,27,26, 25,24,23,22 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6)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. 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard -5,„ PR ape tis tiNGINE �o `� 87022PE ntv y al fiAli* T OREG• � N ©4 0 cn SER 1� EXPIRES:06/30/2015 December 5,2014 4 / WAP,NTY3 Neap de.417 paraalla:trs mid REM IC 577 ON Thf75 AM mai:ZED MIMIC T4EFSR' E PAGE MIT 1473 rex 1,115/24,1$BEMUSE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �� Applicability of design parameters and proper incorporation of component s responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding k fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 tt'S athem P4rAt 4s.44 klanba.r is$"egad,the design vetoes are those effective 06/02/2o3:3 by ALSO Job Truss Truss Type Qty Ply POLYGON R43351154 PL14-411_UPPER FOB GABLE 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 Mitek Industries,Inc.Thu Dec 04 12:13:19 2014 Page 1 I D:c53KNt9S8dZANgLpvMEnZkyCdl1-70MXHI KdknwAbLz7SrOolYeATyN ul2bS DOzAW NyCJyU Scale=1:38.0 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 i: o e 2 2 e 0 2 o 2 o 0 s` m o 9 2 e 1 0 d e e e e e e e e e e e e o 0 o uu i uuu uuuuuuudi 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 3x6 FP= 1 1-4-0 1 2-8-0 1 4-0-0 1 5-4-0 1 6-8-0 1 8-0-0 1 9-4-0 1 10-8-0 1 12-0-0 1 13-40 1 14-8-0 1 16-0-0 1 1740 1 18-8-0 1 20-0-0 l 21-40 I 22-8-0 23-511 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 21 n/a n/a BCDL 5.0 Code IBC20121TP12007 (Matrix) Weight:108 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) REACTIONS. All bearings 23-1-4. (Ib)- Max Gray All reactions 250 lb or less at joint(s)40,21,39,38,37,36,35,33,32,31,30,29,28,27,26, 25,24,23,22 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6)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 �co4s. t N 4-� s%% kr �'9 ''c' 87022P- r 'Q,,ORGON ��',J Ct 'OBER 1. A. HERP EXPIRES:06/30/2015 December 5,2014 t t ®W,4/W1MI••Ye frde_=/fnparaaletersa<BREAD ICIESGP4THIS ANL MEMO MIT 7473rA.1/Z9f2C4 MIRE USE Design valid for use only with Mirek connectors.This design is based only upon parameters shown.and is for an individual building component. l+ Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown ■�T IQk is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the IVI{ ` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IAB R fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BC51 Beading Component 7777 Greenback Lane,Suite 109 €fes information srtS.Pliaot�ea ifsrom sPlate nedhe design mare se uite,eie O6 3f 3 by MSC 22314. Citrus Heights,CA,95610 Job Truss Truss Type Oty Ply POLYGON R43351155 PL14-411_UPPER F09 Floor Girder 1 1 Job Reference(optional) Pacific Lumber&Truss Co.. Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 04 1213:20 2014 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-bCwwU5KFV521 DVYKOYv1ImBGhLiW1TabS2ij2pyCJyT I 2-6-0 I I 1-8-12 I I 1-8-12 I 0).1 6 Scale=1:17.8 3x4 I I 3x4= 1.5x3 I I 3x6 = 3x4= 1 2 3 4 5 • o • 11 • 1.5x3= 0 d N • 1.5x3= • I - 10 9 8 7 6 1.5x3 II 3x6= 3x5= 3x6= I 7-2-12 I 9-4-0 I 7-2-12 2-1-4 Plate Offsets(X.Y)— [1 Edge 0-1-81.[5:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI- DEFL. in (loc) I/deft lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.34 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.11 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.18 Horz(TL) -0.00 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:56 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 9-4-0 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) 9=118/7-4-4 (min.0-1-8),8=204/7-4-4 (min.0-1-8),7=999/7-4-4 (min.0-1-8) Max Uplift9=-34(LC 4),8=-74(LC 4) Max Grav9=183(LC 3),8=340(LC 3),7=999(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/280,3-4=0/280,4-5=0/500 BOT CHORD 7-8=-500/0 WEBS 4-7=-507/0,2-8=-381/0,4-8=0/339,5-7=-699/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Non Standard bearing condition. Review required. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)336 lb down at 9-1-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). � RtO PR opt Standard �Co {G�G]N4. 1p 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) f Vert:6-9=-8,1-4=-80,4-5=-180(F=-100) .87022Pf Concentrated Loads(Ib) Vert:5=-336(F) CV 7 CNNj, OREGO t:',, 444.R 1>,, ©e A. Hs\R P EXPIRES:06/30/2015 December 5,2014 4 e ®19A.7s7/ -Ver/tfde_ignpararireexan3READ PiGTES 0/1Th'.S AWE Name) fFT€!fREFER€N PAGE/4117413Mc1/29/21148f9EL/SE Design valid for use only with MTek 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 b 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 - (�■ iTek, erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPl1 Quarrly Criteria,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 ft Seuth•rn.Piine }Iranb•s to apasifre4;t}te atresigra values aro Mout offractave 06/03/2(08 WA SC Job Truss Truss Type Qty Ply POLYGON R43351156 PL14-411_UPPER F10 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 04 12:13:20 2014 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl l-bCwwU5KFV521 DVYKOYv1ImBLCLj81 VrbS2ij2pyCJyT 1 2 JIf 3 4 5 6 Scale=1:12.8 _ — — — 0-- 14 0 4 N _ - - _J 13 1 e o 0 0 12 11 10 9 8 7 I 1-4-0 I 2-8-0 I 4-0-0 I 5-4-0 I 6-2-12 1-4-0 1-4-0 1-4-0 1-4-n 0-10-12 LOADING(pot) SPACING- 2-0-0 CSI. DEFL- in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:33 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) REACTIONS. All bearings 6-2-12. (Ib)- Max Gray All reactions 250 lb or less at joint(s)12,7,11,10,9,8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. I 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6)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. 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard �,W) PROPe ,,,, 1 G.INEc,,s, ✓, 444 1- 870 2PE cv y1‘,0.,; OREGO :- \. �r ' BER P SA. EXPIRES:00/30/2015 December 5,2014 t0....., t ®WARNIT#i-t'er:fy desiya paramefcrs ar:d BEATS f/TES CM THIS AN/ ISF€0 NI7EK REFEF.EfKJ t NZf 7 473 mc 1/If/1ttl6 7F4FL Design valid for use only with MTek 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 ■ '�e ^ erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IM! fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Cdlerla,051-69 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 IfSOON.rn.Moo )lambed is spacified,,the design vetoes ate'Mom u4fecttee /O1¢2O1.3WAL5C Job Truss Truss Type Qty Ply POLYGON R43351157 PL14-411_UPPER F11 Floor 12 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 04 12:13.21 2014 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-3OU IiQLtGPAurf6WaGRHgzjTBlypmgClhiSHaFyCJyS 0-1-8 H I 1-8-12 1 1_ 2-2-0 j 2-6-0 i Scale=1:39.0 3x4= 1.5x3= 1.5x3 II 1.5x3= 3x4 II 3x5= 1.5x3 II 3x4 = 1.5x3 II 3x4= 3x6 FP= 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 a e m - _ 20 ,\ ,••••/. 'IN.. 7 Nsi,, 0••••,,,, IN 7 NiNN. 0 Q� N A 19 - ° m e - LS 18 17 16 15 14 13 12 1.5x3 I I 3x6= 3x6 FP= 3x8= 3x5= 3x6= 3x4= 2-2-12 11111122 2011 2-tt44 22-4-12I I 1-11-12 0-14 20-2-0 0-1-8 LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.12 14 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.43 Vert(TL) -0.20 14-15 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.54 Horz(TL) 0.05 12 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:115 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, Except: 6-0-0 oc bracing:15-17. REACTIONS. (lb/size) 12=849/0-2-12 (min.0-1-8),17=1434/0-5-8 (min.0-1-8) Max Grav12=878(LC 4),17=1434(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/411,2-3=0/411,3-4=-1688/0,4-5=-1688/0,5-6=-2365/0,6-7=-2365/0,7-8=-1815/0,8-9=-1815/0, 9-10=-1815/0 BOT CHORD 16-17=-122/874,15-16=-122/874,14-15=0/2167,13-14=0/2232,12-13=0/1066 WEBS 1-17=-573/0,10-12=-1321/0,10-13=0/928,7-13=-517/0,5-14=0/295,5-15=-642/0,3-15=0/1060,3-17=-1289/0 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)12. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)336 lb down at 0-2-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). [� LOAD CASE(S) Standard PRO UCi 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 N. •q,. C' V�Q Uniform Loads(plf) C3 _ Vert:12-18=-8,1-11=-80 �7,- Concentrated Loads(Ib) Vert:1=-336(F) 7 �'I DREG N r'Z9��l �C t, $ER \� V'a A. HeN' EXPIRES:06/30/2015 December 5,2014 ®tt minis-Verity deu:yn,paraosu IS uu'i REAL NO TES 0t4 THIS Aie INCILSE0 MIIElf REFEREItia 5465 MIT 7473 rc 1/25/2/148FAIEUSE mkr, Design valid for use only with Mick 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 ®� -- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MITel fabrication,quality control,storage,derrvery,erection and bracing,consult ANSI/TPIl Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If beuttrerc Pin.9'SP&tem fe is specified,the esign values azethase effective wait DWI 3 tsyA15C Job Truss Truss Type Qty Ply POLYGON R43351158 PL14-411_UPPER F13 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 04 12:1322 2014 Page 1 ID c53KNt9S8dZANgLpvMEnZkyCd11-XblgvmMV1 iJlSohi7zyWNBGf09MXVOiuwMBg7iyCJyR I 0fi-4 4xd-4 1-2-0 I I 0-8-7 4x4 A 1-2-n I I 0-6-1 I 1 2 3 4 5 4x4= 6 Scale=1:12.9 13 G 0 0 N 00 / 4x4= 4, 12 11 10 9 8 4x4= 4x4= I 2-10-11 I 3-5-11 4-0-11 I 4-11-4 2-10-11 0-7-0 0-7-0 0-10-9 Plate Offsets(X.Y)— 52:0-1-8 Edge].[4:0-1-8 Edge] [5:0-1-8.Edge1[7:Edge.0-1-8].110.0-1-8 Edge].[12:Edge.0-1-8] LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.13 Vert(LL) -0.02 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.14 Vert(TL) -0.03 9-10 >999 360 BCLL 0.0 Rep Stress lncr YES WB 0.07 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:37 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-11-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12=209/Mechanical,7=204/0-5-8 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-12=-314/0,5-7=-306/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Bearing at joint(s)7 considers parallel to grain value using ANSI/7P11 angle to grain formula. Building designer should verify capacity of bearing surface. 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6)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. 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard ,?,v PRO Fs ` ' 870 2PE yA).). OREGO 4/ 'P ‘41 I8ER \\ A. He EXPIRES:06/30/2015 December 5,2014 11 I ®KAMM.Veal rie_=ignraanxtersandREAPADT€SGM7drSAADmama tIIT€KREFERENCE PAGE 14177413 ec1/25/201d GREUS€ 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 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-B9 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 ifSeuss ePinetst5 u is df,�,thhedesign vet art these ecmrs0 001/201.3 by MSC 1 Job Truss Truss Type Qty Ply POLYGON R43351159 PL14411_UPPER F14 Floor 4 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 04 12:13:23 2014 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-Onb276N7o0Rc4yGuhgTlvOpoSZcBEhV180xOf8yCJyQ 0-1-8 H 1 1-0-8 I 2-6-0 I 0118 Scalek 1:41.5 4x6= 3x4= 3x4= 3x4= 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 —/ Nv' VN7' -� 23 N 2 � s '^'7 s. 7 o e - 22 73 19 18 17 16 15 14 13 3x4= 4x8= 3x6 FP= 3x5= 3x5= 4x6= 3x4= 1.5x3 SP= I 24-6-8 I 24-6-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.23 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.56 Vert(TL) -0.39 15-16 >747 360 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:124 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=1063/0-5-4 (min.0-1-8),19=1063/0-5-8 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1792/0,3-4=-1792/0,4-5=-3197/0,5-6=-3197/0,6-7=-3371/0,7-8=-3371/0,8-9=-2318/0,9-10=-2318/0, 10-11=-2318/0 BOT CHORD 18-19=0/611,17-18=0/2634,16-17=0/2634,15-16=0/3425,14-15=0/2986,13-14=0/1317 WEBS 11-13=-1632/0,11-14=0/1239,8-14=-829/0,8-15=0/477,6-16=-282/0,4-16=0/698,4-18=-1044/0,2-18=0/1463, 2-19=-1205/0 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 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 eco GIN �© 87022PE <' 6146/ 4--4" y ^A-51' ix OREGO r2A,,1✓ 006, 8 ER A. HER EXPIRES:06/30/2015 December 5,2014 c 4 ®GYP I7 'Vcr/pdesign;.aasamerersand READ RTES ONWAND NaLSEftNITE.tSEFEREENa PAGE Mir 1473rnr,1125/20$BECAME mit 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 - - erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MITeke 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 9BeuThernFlaxf Plmurstaer is epecified,rise dodge values are those effective 06JO3/308.3 by AtSC Job Truss Truss Type Qty Ply POLYGON R43351160 PL14-411_UPPER F15 FLOOR 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 04 12:13:23 2014 Page 1 ID:c53IWt9S8dZANgLpvMEnZkyCd11-0nb276N7o0RcAyGuhgTlvOpoHZg0Epa180x0f8yCJy0 1 13-e-4 I I 1-2-0 I I 0.8-7 I I 1-7-0 I I 1-5-1 I 2-6-0 I Scale=1:16.4 1.5x3 II 4x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 1 2 3 4x4= 4 5 6 7 • Iii_ . \ 7 L. O N _\ 13 12 11 10 9 3x4 = 8 1.5x3 I I 1.5x3 II 4x4= 4x4= 3x4= I 2-10-11 1 3-5-11 14-0-11 1 8-2-12 I 2-10-11 0-7-0 0-7-0 4-2-1 Plate Offsets(X Y)— [2'0-1-8 Edge] [3:0-1-8 Edge].[9'0-1-8 Edge].[10:0-1-8.EdgeJ.[13:F-dge 0-1-8j LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft LJd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.32 Vert(LL) -0.03 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.32 Vert(TL) -0.06 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.00 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:49 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) 13=356/Mechanical,8=356/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=-380/0,4-5=-380/0,5-6=-380/0 BOT CHORD 9-10=0/380,8-9=0/353 WEBS 4-10=-262/0,2-13=-620/0,3-10=0/446,6-8=-437/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 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. LOAD CASE(S) Standard c PR apt. �� s S. NGINE �f�% 'V 87022PEr— / tv 7 SAT OREGO ( 4 ,ACS ' BER \1 `3 �S A. HERS EXPIRES:06/30/2015 December 5,2014 0 1 avv./1 lm.Yetilyde_Lignpram tErsand READ WIFE G#iMIS AND INCILTEDfd17E!CFsEFERENCEAC MTh 7473mt.125/Ztr; ##SE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. t 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 6/�T�1�' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IMr IC fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IPI1 Quality Criteria,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 Seufhe€e Pine(SP).lumen:els spatified,the devise values act Masa effective f M/POIa byAtSC Job Truss Truss Type Qty Ply POLYGON R43351161 PL14-411_UPPER F16 FLOOR 12 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 04 1213:24 2014 Pagel ID:c53KNt9S8dZANgLpvMEnZkyCdl1-Uz9QKSNmZKZTi6r5FO_ScL_JzzHz7ABNggxBayCJyP 1 2-4-4 11 2-6-0 I Scale=1:40.3 1.5x3 II 4x5 = 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 3x4= 3x6 FP= 3x6= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 0 9 e m i 7 V 2 N b e e 18 17 16 15 14 13 12 1.5x3 I I 4x8 = 3x6 FP= 3x5= 3x5= 3x8= 3x4= I 23-1-4 I 23-1-4 Plate Offsets(X Y)— [1:Edge.0-1-8[ LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.20 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.51 Vert(TL) -0.33 14-15 >848 360 BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(TL) 0.07 12 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:114 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) 18=1010/Mechanical,12=1010/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-18=-1005/0,1-2=-1224/0,2-3=-1224/0,3-4=-2770/0,4-5=-2770/0,5-6=-3086/0,6-7=-3086/0,7-8=-2175/0, 8-9=-2175/0,9-10=-2175/0 BOT CHORD 16-17=0/2134,15-16=0/2134,14-15=0/3069,13-14=0/2772,12-13=0/1246 WEBS 10-12=-1544/0,10-13=0/1151,7-13=-740/0,7-14=0/388,5-15=-370/0,3-15=0/789,3-17=-1127/0,1-17=0/1535 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 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 4,��Ep PR 04 ca GINE `",p cc 87022PIV E " - �Ar'` OREGO ti� ,441 Or, BER '\:\ t'r A. HE EXPIRES:0£130!2015 December 5,2014 1 i ®wARNAu-t cx/fy design paramc trrs a d READ KIES ON THIS ANS imam MIMIC REFERENCE PAGE MIT 7413 ince 1128/2814 F0(tE(ISE �' 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 foriateral support of individual web members only.Additional temporary bracing to insure stability during construction k the responsibillity of the Ml Iek erector.Additional permanent bracing of the overall structure is the responsibility1 of the building designer.For general guidance regarding fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/TP11 Quoli y Cdleria,001-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Salety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Southern pine fIP}itu ber is sypecified<the design valves are those effective 06/01/2013 byALSC Job Truss Truss Type Oty Ply POLYGON R43351162 PL14411 UPPER F17 Floor 12 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 5 Jul 11 2014 MiTek Industries,Inc.Thu Dec 04 12:13:25 2014 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-yP pYoOOKdhJJGQHp5VD?pu9mMlziblKcKQUj1yCJyO ¢7-41 2-6-0 I 0. 8 Scale=1:40.7 4x6= 3x4= 3x4= 3x4= 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 ■ o a a 21 A 7 a N m'INN� o 20 19 18 17 16 15 14 13 4x4= 4x8= 3x6 FP= 3x5= 3x5= 4x6= 3x4= 0- 8 23-11-12 1 0-i-8 I 23-10-4 Plate Offsets(X Y)-- [19'Edge.0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.22 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.36 15-16 >783 360 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:120 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=1043/0-5-4 (min.0-1-8),19=1043/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1581/0,3-4=-1581/0,4-5=-3040/0,5-6=-3040/0,6-7=-3266/0,7-8=-3266/0,8-9=-2265/0,9-10=-2265/0, 10-11=-2265/0 BOT CHORD 18-19=0/377,17-18=0/2450,16-17=0/2450,15-16=0/3294,14-15=0/2907,13-14=0/1291 WEBS 11-13=-1600/0,11-14=0/1207,8-14=-796/0,8-15=0/444,6-16=-314/0,416=0/731,4-18=-1077/0,2-18=0/1492, 2-19=-1125/0 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 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. LOAD CASE(S) Standard 4S.-ckEQ PR Ope < '.,0[N4-'7 0- 17 c 8 s 2PE g• clk 7 '*?,OREGO ti�r� O BER 1\ , ` A- HSP EXPIRES:06/30/2015 December 5,2014 t E3A.ftfitft7"..-Ve fp riesFgn parameters a.3 RE/4.D IC TES ON 7#{.S 4N&I,SC:MED MIRK FSEFE.rtEtdLz'PAGE 34f7 3>73 rep.2/25f1F18reVitEtb5E 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 responsibillify of the _ !Allele 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 BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 IfSouthera.Alae )taunlnx isspecified„the ctesilgrs valuer are Mom effective 06/01/2013 by AlSC Job Truss Truss Type Qty Ply POLYGON R43351163 PL14-411_UPPER F18 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 04 12:1325 2014 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-yAjpYo00KdhJJGQHp5VD?pu6HMQE imbKcKQUj 1 yCJyo 0-1-8 H I 1-5-12 1 3k4= 213x4 II Scale=1:13.2 - - ■ 111 liUl 1161 5 ■ 0 W���� �, 3 1.5x3 II 3x6= 1-11-12 1-11-12 LOADING(psi') SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.41 Vert(LL) 0.00 4 ""-* 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 3-4 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:17 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-11-12 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=240/0-5-4 (min.0-1-8),3=240/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Provide metal plate or equivalent at bearing(s)4 to support reaction shown. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)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:3-4=-8,1-2=-280(F=-200) REO PR 5 �ss s � SNE '9 /Q 2 z487022PE �r- ‘5 r-0,, ()REGO LUQ 9C' FABER 1�' A. NRP EXPIRES;06/30/2015 December 5,2014 t AWARNLV3-Verity designparameters and REAS! ESOIs1 THISANGZf#:3MED HITF!€REFERENCE A4GEE8117473res.J/26/2014BEMUSE Design valid for use only with Mick 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 - s�- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding BYt fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Galeria,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 ITSetaheve Piffle(SP)With.-it.SrAES:'efiesd,the design values arts those refs tivet /aaf2Q13 by MSC Job Truss Truss Type Qty Ply POLYGON R43351164 PL14411_UPPER F19 Floor 8 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 04 12:1325 2014 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl l-yAjpYo00KdhJJGQHp5VD?puB?MQEimbKcKQUj1 yCJyO 0-1-8 1.5x3 II HII 1-7-4 3k4= 2 I Scale=1:13.2 ME III IIIN II 6 II 1.5x3= .I, 0 0 N 1.5x3= NM ,, 1 5 : M/ ,- �, 3 1.5x3 II 3x4= I 1-11-12 I 1-11-12 LOADING(ps() SPACING- 1-7-3 CSI. DEFL. in (lac) I/dell Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.11 Vert(LL) 0.00 4 """ 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 3-4 >999 360 BCLL 0.0 Rep Stress Ina' YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:15 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-11-12 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 4=76/0-5-4 (min.0-1-8),3=76/Mechanical FORCES. (Ib)-Max.Comp/Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Provide metal plate or equivalent at bearing(s)4 to support reaction shown. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 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. LOAD CASE(S) Standard ,tp PR Ore SS <0 G�GI NE /.09 kJ 870 2P'E r ypI '��,. OREG fy©4�' b SER -\\ [U\ v� ` A. He EXPIRES:0613012015 December 5,2014 P WARNING-Verey dxn/7o pucousr ers and READ In TES ONTNMB AND INCLUDED MUD('l€EFEAENCT RAGE 1417 7473 ref.?,125/20x14 REEZIiEUSE Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. �P 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 resporu,billity of the . erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1V8 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Cdieda,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 1f Southern Piste('SP}lumbar it epwctftwcl,the design.vatc et ace these esiective 06/01/9013 be Ask Job Truss Truss Type Qty Ply POLYGON R43351165 P114-411_UPPER F20 Floor Supported Gable 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 04 12:1326 2014 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-QMHBI8P05xpAxQ?TMpOSX1 RNhmmYRDKUq_92GTyCJyN Scale=1:18.7 1 2 3 4 5 6 7 8 9 10 2 d N O IV B 'O OO O ° 20 19 18 17 16 15 14 13 12 11 I 11-4-8 11-4-8 LOADING(ps() SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:55 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 IDE No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) REACTIONS. All bearings 11-4-8. (Ib)- Max Gray All reactions 250 lb or less at joint(s)20,11,19,18,17,16,15,14,13,12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 6)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 c> pPRo mac; titCe aa NGiN� • .7 . 17 87022PE le" - 'o.), GREG*N (54 '1$ER \\ A. NEA EXPIRES:06/30/2015 December 5,2014 t 6 ®VMNIM3-Wear'dest ra pramfs and REAP NOTES ON THIS AM IM3UTTG MIT€!f P,TF€P,,EICE PAGE MIT 7 473 rcx I/25/26189EO8E)/SE —.' Design valid for use only with MTek 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 11�@k` 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/TPII Quality Crifeda,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 Sautherntaine(Sts)tamsber is specified„the a rsign:aatues are those effective 06/01/2313 IryALSC Job Truss Truss Type Qty Ply POLYGON R43351166 PL14-411_UPPER F21 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 04 12:13:26 2014 Page 1 ID:c53KNt9S8d7ANgLpvMEnZkyCdl1-QMHBI8P05xpAxQ?TMpOSX1 RLmmmnRD9UQ92GTyCJyN 1.5,A II 0-7-12 2-6-0 1.5x3 II 1 2 4x4= 3 Scale=1:13.0 J � 5 4 4x4= 3x4= 0.01-5-1- 3-4-12 3-3-4 Plate Offsets(X Y)- ] Edge 0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.06 Vert(TL) -0.02 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:21 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-4-12 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 4=144/0-1-8 (min.0-1-8),5=144/0-2-12 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4,5. 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 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 PROpen � 870221 f a 't..„),ORGON (5) 1� 'b 4I8ER N�� A. H R EXPIRES:06/30/2015 December 5,2014 4 A t6AR.NI;11'-Verify design pa arrlemr3 a,d READ 877€7 ON 1817 AM)IMIM)€0 KUM'Fc£FEfP.ENCE 73AS NU 7 473 m a 1/19/2118BEM US€ Design valid for use only with MTek 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 ■�T is for lateral support of individual web members only.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.For general guidance regarding Al fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Cd teria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Inlormalion available from Truss Plate Institute,781 N.Lee Sheet.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If SCArtherxr Pine(SP)lumber is spec-Wiest Mut designeatsses are those e#sctiue 06/01/2013 by AICC Job Truss Truss Type Qty Ply POLYGON R43351167 PL14-411_UPPER F22 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 6 Jul 11 2014 MiTek Industries,Inc.Thu Dec 04 12:13:27 2014 Page 1 ID:c531(Nt9S8d7ANgLpvMEnZkyCd11-uYrZzUQesFx1ZaagwWXh4EzW A2pAcad3evbovyCJyM 1 1- 1 2-3-0 1 Scale=1:22.6 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4 = 1.5x3 I I 1 2 3 4 5 6 7I_ vii c d N 1 10 9, 3x4= 3x5= 3x5= 3x4= 13-0-4 I 13-0-4 LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (lac) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.14 Vert(LL) -0.02 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.20 Vert(TL) -0.05 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:67 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) 8=567/0-2-8 (min.0-1-8),11=567/0-2-12 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-815/0,3-4=-815/0,4-5=-922/0,5-6=-922/0 BOT CHORD 10-11=0/372,9-10=0/984,8-9=0/590 WEBS 6-8=760/0,6-9=0/427,2-10=0/570,2-11=-643/0 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8,11. 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1Od(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,EI3 PR ope Q 87022P - , 45, R GON f /. Lp � 0 OBER 1 per" `' A. Her- EXPIRES: .EXPIRES:06/30/2015 December 5,2014 s B A Mays D W1ES CH THIS AM INCLUDEDHITER'REFERE/KEWEimu713re&J/28/2R14BEOREUSEl 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 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/71111 Quality Criteria,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 BF-Southern Fine(SP)lsenber is specified,the desigrr:values are tbosa affetire 05/0011015 by MSC Job Truss Truss Type Qty Ply POLYGON R43351168 PL14-411_UPPER F23 Floor 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 04 12:13:28 2014 Page 1 AdID:c53KNt9S8dZANgLpvMEnZkyCd11-MIPxAgRGdY3uAj9sUE3wcSWggaLNv?4nIle6KLyCJyL r111 2-6-0 I 0-118 Scale=1:36.6 4x4= 3x4= 3x4= 3x4 = 3x6 FP= 3x5= 1 2 3 4 5 6 7 8 9 10 11 a e e —.M-a a ., 20 18 17 16 15 14 13 12 4x5= 3x6 FP=3x6= 3x5= 3x8= 3x4= I 21-6-12 21-6-12 Plate Offsets(X.Y)- 11:Edae.0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.15 14 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.43 Vert(TL) -0.25 14-15 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.06 12 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:110 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 18=937/0-2-12 (min.0-1-8),12=937/0-5-4 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-18=-949/0,1-2=-414/0,2-3=-414/0,3-4=-2170/0,4-5=-2170/0,5-6=-2686/0,6-7=-2686/0,7-8=-1975/0, 8-9=-1975/0,9-10=-1975/0 BOT CHORD 16-17=0/1437,1316=0/1437,14-15=0/2569,13-14=0/2472,12-13=0/1146 WEBS 10-12=-1420/0,10-13=0/1027,7-13=-616/0,7-14=0/264,5-15=-495/0,315=0/908,3-17=-1267/0,1-17=0/1042 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)18. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 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. LOAD CASE(S) Standard 4 87022PE 1' / -0,, OREGON n`�q/ ids' BER 11��� A. HER , EXPIRES:06/30/2015 December 5,2014 ®W4/WT -Uesisydesytrpaamctsrrsand READA de'SC-1/7NIS An 14CfL6E0HITS'REFEREN:E PAGE MIL 7473rEt.1;18/ZdfdOR0ifEtISE Design valid for use only with M7ek connectors.This design is based onlyupon parameters shown,and is for an individual building component. l„ 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 n the responsibillity of the *#-fe • 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 Qualify Criteria,DSB-89 and SCSI BuBdtng 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 fr S wthens Pints OOP)lullabies is specMed,nst.dmctgn refuel ase these effective 05101/2013l,y MSC Job Truss Truss Type Qty Ply POLYGON R43351169 PL14-411_UPPER F24 Floor Girder 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 04 12:13:29 2014 Pagge 1 I D:c53KNt9S8dZANgLpvMEnZkyCdl1-gxzJ NARuOsBlotk22xa99f3pM_mZeYrwXyoisoyCJyK 0-1-8 H I 1-8-12 I I 2-0-8 1 2-6-0 Scale=1:38.6 3x4= 1.5x3= 1.5x3 II 1.5x3= 3x4 11 3x4= 1.5x3 11 3x4= 1.5x3 I 1 3x4= 3x6 FP= 3x4= 3x4 I I 1 2 3 4 5 6 7 8 9 10 11 a a e 9 7Vd 20 :\-- — 70 <4, 19 X XXXXXXXeXXXX XXXXXXXXXXXX XXXXXXXXXXXX X XXXXXXXXXXXX 18 17 16 15 14 13 12 1.5x3 I I 3x6= 3x6 FP= 3x5= 3x5 = 3x5= 3x6= I 2-1-4 I 22-4-12 2-1-4 20-3-8 1 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.34 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.11 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.18 Horz(TL) -0.00 14 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:117 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 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. All bearings 20-5-0. (Ib)- Max Uplift All uplift 100 lb or less at joint(s)15 Max Gray All reactions 250 lb or less at joint(s)12 except 13=489(LC 4),14=451(LC 4),15=417(LC 4),17=1052(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/496,2-3=0/497 BOT CHORD 16-17=-301/21,15-16=-301/21 WEBS 2-17=-303/0,1-17=-694/0,3-15=-111/271,3-17=-364/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Non Standard bearing condition. Review required. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/I-Pi 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)336 lb down at 0-2-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). , 5J P R O - LOAD CASE(S) Standard l GI N 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 f 6 ©� Uniform Loads(plf) #✓a 17 Vert:12-18=-8,1-2=-180(F=-100),2-11=-80 8 • tPE< f Concentrated Loads(Ib) Vert:1=-336(F) r 7 '0j, OREGO e -2 itiBI_R .0 Pte SA HEWN EXPIRES:06/30/2015 December 5,2014 e ®6WArtleti3-Ven'trdetignparauwersand READ flCTES ONmrsANL DEUCED 141TE9CREFEREN PAGE KU 7:73reg IPS/2k'f4BEMUSE 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 k the responsibillity of the . 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 Quality CrIteria,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,95e10 1r Southern Pirie(SP)lumber isc'Med,the rteeigr ealues are these effective 06002/2013 byALSC Job Truss Truss Type Qty Ply POLYGON R43351170 PL14-411_UPPER F25 GABLE 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 04 12:13:30 2014 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdll-17WbVSW9AJcQ11Fbe5Oitb2uN7QN1 K3Ib7FPEyCJyJ 0-j18 Scale=1:35.4 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 i: c e a e a o e a o o e i M 38 Xa Xa d a eXXXX XXX XXXXXX XXXXXXXXXXXXXXXXVC6XXXXXXXXXXXX X aXXXX XXXcXXXAeA3 7 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 3x6 FP= l 1-40I 2-8-0 I 40-0 l 5-4-0 l 6-8-0 8-0-0 l 9-4-0 l 10-8-0 l 12-0-0 13-4-0 l 14-8-0 i 16-0-0 i 17-0-0 i 18-8-0 i 20-0-0i 21-6-12 i 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1812 LOADING(psi') SPACING- 2-0-0 CSI. DEFL. in (lac) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.10 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 19 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:100 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) REACTIONS. All bearings 21-6-12. (Ib)- Max Gray All reactions 250 lb or less at joint(s)36,19,35,34,33,31,30,29,28,27,26,25,24,23,22, 21,20 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUfPI 1. 6)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. 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard e�'EO PR OreIN s '44 17 rc 87022Pf 5y �A� if?GON � <u "P 6"'I8Ef3 1 ‘.� EXPIRES:06/30/2015 December 5,2014 / ®KARAtM-Verify design parrrsrtena.dREAD/stllSS ON IRIS ANL DICIMED!41IEKREFERENCE PAGE MIT 1473ccc1/24/2!54DOME USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �rt 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 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,05B-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Frau IBP}tavrs8o is specified,the designvalues are tata4.eeffentrte 06/03f2O13 byA SG Job Truss Truss Type Qty Ply POLYGON R43351171 PL14-411_UPPER F26 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 04 12:13:31 2014 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdIl-nJ44orT9vTRT1BtR9McdE48A4nL46JTD_FtpxgyCJyl 11-0-4 1 7-6-0 0.pr8 Scale=1:41.5 4x6= 3x4= 3x4= 3x4= 3x6 FP= 4x5 = 1 2 3 4 5 6 7 8 9 10 11 12 i� 9 c 5 - b '` V N 7 N.N. a E 21 d ., . 7 .44..is,...,N. 7 19 18 17 16 15 14 21235$11 3x4= 4x8= 3x6 FP= 3x5 = 3x5 = 4x6= 3x4= 1.5x3 SP= 0-48 24-4-12 I 0-i-8 74-3-4 LOADING(ps1) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.23 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.56 Vert(TL) -0.39 15-16 >748 360 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code IBC20121TP12007 (Matrix) Weight:122 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) 13=1062/0-5-4 (min.0-1-8),19=1062/0-1-12 (min.0-1-8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1782/0,3-4=-1782/0,4-5=-3190/0,5-6=-3190/0,6-7=-3366/0,7-8=-3366/0,8-9=-2315/0,9-10=-2315/0, 10-11=-2315/0 BOT CHORD 18-19=0/600,17-18=0/2626,16-17=0/2626,15-16=0/3419,14-15=0/2982,13-14=0/1316 WEBS 11-13=-1631/0,11-14=0/1238,8-14=-827/0,8-15=0/475,6-16=-283/0,4-16=0/699,4-18=-1045/0,2-18=0/1464, 2-19=-1200/0 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)19. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 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. LOAD CASE(S) Standard V PRQFte, Coco \AG1N� S /p ct 87© 2PE / c UY - 4j,OREGON fq a/ 'On.00 -"V 1� P `s, A. NeRN. EXPIRES:06/30/2015 December 5,2014 4 i ®Ff+r.RNM-Ver,Yr de ign parameters ugd READITS ONTHIS AND MIMED MTTF!C REFERENCE ME 3177 7 473 i r,.111511014BEWEZE Design valid for use only with Mick connectors.This design is based only upon parameters shown.and is for an individual bulding component. �u 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 responsibility of the building designer.For general guidance regarding Iy1)I'('ele fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,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 2FSauthern.FiavatSP)Lumbar is npexilled.nhr dns aatues om tieose.Yfecitue i36j03/203.3 IsyA€S,C Job Truss Truss Type Qty Ply POLYGON R43351172 PL14-411_UPPER F27 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 04 12:13:31 2014 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdll-nJ44orT9vTRT1BtR9McdE48CQnQy6PtD_FtpxgyCJyl 1 1-7-12 I 2,6-0 I 011.18 Scale=1:25.6 1.5x3 II 1.5x3= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3= 1 2 3 4 5 6 7 —/N41111- V • • � 13 0 N r • e V- e N — 12 It. • 1.. 10 9 3x4= 34 = 3x5= 3x4= 61118 14-9-4 I 0-1-8 14-7-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.25 Vert(TL) -0.08 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:75 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.l&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=639/0-5-4 (min.0-1-8),11=639/0-2-12 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1057/0,3-4=-1057/0,4-5=-1160/0,5-6=-1160/0 BOT CHORD 10-11=0/527,9-10=0/1250,8-9=0/739 WEBS 6-8=-915/0,6-9=0/522,2-10=0/657,2-11=-782/0 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 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. LOAD CASE(S) Standard p,Ep PR QreS 4ca,.., �cNc31 N��R ��a*9 Q 87022PE r 'g.,76:,:oFTE:Z(0‘ ,i'-‘4.,44/Akt C? BER kv ' '''P\ � 6 A,. Heb\4 EXPIRES:06/30/2015 December 5,2014 t A tt'A<WdI,FNeat dxu(ynpaane rsaa.REARACME ON THIS AM)MUM M ERREF€RENCEPAGEMIT-7473 ma 1/25/2014B WORE USE 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 illii -- is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the (��Te�° erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.for general guidance regarding - [Y1 t fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IPI1 Dually Cdled°,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 tfSauthrern Fuse(SP)tuamts r1s spectfieet,¢1se,deaignnakuas axe those elfect'ruc /0112013 byAtSC Job Truss Truss Type Oty Ply POLYGON R43351173 PL14-411_UPPER F28 FLOOR SUPPORTED GABL 27 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 04 12:13:31 2014 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdll-nJ44orT9vTRT1BtR9McdE48EmnTm6U4D_FtpxgyCJyl 1-0-8 1.5x3 I I 1 3x4= 2 Scale=1:13.2 " o 0 N 1.5x3 II 3x4 = ••• 1-3-8 I 0.i 3 1-3-8 LOADING(pst) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.03 Vert(LL) 0.00 4 '••` 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-8 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=32/1-3-11 (min.0-1-8),3=32/1-3-11 (min.0-1-8),3=32/1-3-11 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 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. LOAD CASE(S) Standard �EnRRQF0. ' .- ,9 0* 87022P r / to 7 ^0), ©REGt3 , Q41 �C1,�41BER \\ P� S A. Heck EXPIRES:0613012015 December 5,2014 4 A ACE8J lTh6-Ver.'tgr#eoignparanaerirsaviREAD 1,47,TES OP1MIS AM/Y2€ksEDMTEK REFERENCEPAGE MIT 7473mg,1/25/2#14DEMISE Design valid for use only with M7ek 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 a 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 responsibility of the building designer.For general guidance regarding [MI 11eAi.9 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Sauthern Pine ISP)tsamtnev is specified,theeesign values are these effective 06/01/2013 by RISC Job Truss Truss Type Qty Ply POLYGON R43351174 PL14-411_UPPER F29 FLOOR SUPPORTED GABL 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 04 12:13:32 2014 Page 1 I D:c53KNt9S8dZANgLpvMEnZkyCdl1-F WeSOBUngnZKfLSdj37snlhOdBporxKMDvcMT7YCJyH 1 0-10-12 I 1.5x3 II 1 3x4= 2 Scale=1:13.2 0 2 r • 1.5x3 II 3x4= 0-¢0 1-1-12 I 0-0-3 1-1-12 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.02 Vert(LL) 0.00 4 "`"" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-1-12 oc purtins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 4=28/1-1-15 (min.0-1-8),3=28/1-1-15 (min.0-1-8),3=28/1-1-15 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 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. LOAD CASE(S) Standard £0 PR dreg � ' 8 12PE , r ycn ,f , N -0„ OREGO *L" �4B © ER -\S A. NEP EXPIRES:06/30/2015 December 5,2014 4 10 a WARNMS YeaytlesIgn parame mrs md R0,41)AMES CM TICS AM INCWEED?ETU REFERENCE PAGE mrr.7473 mg,1,125/2614 BEZIELGE 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 MI 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 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quarry Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95810 If Saunharn.Pine tSPPlumbea is specifizet„the desire segues ens these-f€ective 05f05/201..3 by ASC Job Truss Truss Type Ory Ply POLYGON R43351175 PL14-411_UPPER F30 FLOOR SUPPORTED GABL 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 04 12:13:32 2014 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdI1-FWeSOBUngnZKfLSdj37snlhOgBp2rxKMDvcMT7yCJyH 1.5x3 II 1 4x4= 2 Scale=1:13.3 ' o 4 3 1.5x3 II 4x4= 0-y}0 0-9-12 6�4 0-9-12 Plate Offsets(X.Y)— [1:Edge,0-1-81.[3:Edge.0-1-8] LOADING(psi) SPACING- 1-0-0 CSI. DEFL- in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.01 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:9 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 0-9-12 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=19/0-10-0 (min.0-1-8),3=19/0-10-0 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 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. LOAD CASE(S) Standard tO PR Op. co ‘AGINE.4- e .870 2PE k '"BER 6' A. HeRP EXPIRES:06/30/2015 December 5,2014 � e WARNMta" Verify design raanteers axx READ MES S C/l Th/IIS AND mum m MI TKR€€€R€N E PAGE mfr.7473 r c.4/25/2t1B :,6ELSE Design valid for use only with Mtlek connectors.This design is based only upon parameters shown,and is for an individual building component. �x 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 responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/7PI1 Quarry Crieda,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 ft SauThereP1ntOat tau e4is specWred.the design values ure these effective 06/o1/201.3 byM SC Job Truss Truss Type Qty Ply POLYGON R43351176 PL14-411_UPPER F31 FLOOR SUPPORTED GABL 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 04 12:13:33 2014 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-jiCgDXUPR5hBHV1 pHne5JVDZFb9EaOaWRZMvOZyCJyG 1-0.8 1.5x3 I I 3x4= 2 Scale=1:132 0 0 • 1.5x3 II 3x4 = o-�-o 1-3-8 0-6.3 1-3-8 LOADING(psf) SPACING- 1-0-0 CSI. DEFL- in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.03 Vert(LL) 0.00 4 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-8 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=32/1-3-11 (min.0-1-8),3=32/1-3-11 (min.0-1-8),3=32/1-3-11 (min.0-1-8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/I-PI 1. 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. LOAD CASE(S) Standard iVp PR OPENS' 8 • 2PE „ !4141‘ N OREGO R© 1.0 6' A. HERS EXPIRES:06/30/2015 December 5,2014 i r WARNING'-WadesigncamemrsmadREAbfd2ThTONNTNISANL MIMEDMITEKREFERENT/AGE MIL 713(CLJ/15/Zt SBE-MUSE 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 111111 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the ��@k= 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 Qualify Criteria,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 Pene$SPI tumlate is specified,the.desiesvu€ues are udu etffamva OG/0112013 tyAL.SC Job Truss Truss Type Qty Ply POLYGON R43351177 PL14-411_UPPER F32 Floor Supported Gable 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 04 12:13:33 2014 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdll-jiCgDXUPRShBHV1pHne5JVDZub9BaO2WRZMvOZyCJyG 1 2 3 4 Scale=1:13.0 0 0 N • . .. ... ...... ... 8 7 6 5 I 3-7-0 I 1-7-0 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0,00 5 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-7-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. applied 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly pp lied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) REACTIONS. All bearings 3-7-0. (Ib)- Max Gray All reactions 250 lb or less at joint(s)8,5,7,6 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6)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 EO PR0Fe �6" �cNGLNE . -17 C 870, 2PE Uc cv /* M 7 �'j,OREGO ci, d On"g3ER \� P� ` A. NERC EXPIRES:06/30/2015 December 5,2014 4 _ b NIM3 A WAA -Ue;;'f den/It pawns Crn atti READ AGMS O/d THIS:An I:tf..ItOED MINK SEFEREEM% /417.7 473 reg, .1,/25/2/!& . LSE " 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 a responsibility of building designer-not truss designer.Bracing shown �■ �piis for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the - fY1� '. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IY/ 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPD Quardy Criteria,DSB-89 and ICS!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 IfSmythere eine(' bombes is oi€i€d the design values arethese effective 06/0112013 by AMSC Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4" 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. j I I (Drawings not to scale) Damage or Personal Injury rY MEMDimensions are in ft-in-sixteenths. iAk Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing,is always required. See SCSI. 2. Truss bracing must be designed by an engineer.For 0-1/16' 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I MIUM20o p bracing should be considered. 1111111,110, 3. Never exceed the design loading shown and never n /I44U stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-8 6-7 C5-6 designer,erection supervisor,property owner and plates 0 'nd' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. Connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE 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 I 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 q ,res ectsequal to or better than that P i� Indicated bysymbol shown and/or SYP represents values as published specified. �i y by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. IlLI 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. ■MIN reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 18.Use of green or treated lumber may pose unacceptable �_ environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI l: National Design Specification for Metal ill4, 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. M is not sufficient. BCSI: Building Component Safety Information, Mile20.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 RECEIVE . i ©coNFORMSTO DESWN COrarr MAR5 2015 D:ONFSONS O£ACR CONCEPT wmi CITY OFTIG\RRD o °M° F _ M']I CPA GF] COt T Sty 19m DNS ND] NJ+eA 11E ✓ by Akxie r115u1 .uae 1=1Wia. I 8"-0" a :12 MILBRANDT ARCHITECTS lJiIlk � ,n 5" ...I\ JZ J1 . Y _ • J4C J2 J5c ISC J4 11111 23 J7 ,t56: a .. T JB Js $ a Je a...... F! s----� _ J10 a JO 8 . P3 ' J12 V • 4 cJ oqF r rli J10 q a cl I 3', B /3 3 i , • B:L' 8 C111 (5) 11113 ;4) • DJ14 0112 ,..�.•.� sae �� DJ15 • le:2 ._ 1 7 ',-. C2) CJ13 -4 C 4 t JAI • Y ie M 1 _-_ ki SA r ii Rile r. C I? ... _ ,MIMI INS..y MMIE MIME•111.11100111•••OM=IMMO Mik. • i IL • Iti ,..,.t. re 2 2 :2 5 2 5" ® COlWD*Ns TO D>SNA CDNEEFT Zot5 IR' I. I 50r-0` I' 200 0 CONFORMS REEvis ruAms DESIGN mrxEvrvaTt 0 E -tasrsRMJOG-PRS AND H3ORET WS OS URIC 5$1&1105105 FR:MA RR5055 AR TSE109195 ERT 9101 Ap Wj9 M Sore TR 540l:XISMI t 9F 050A%nr3'a AA 05055051117TR. . 775005 sworn PoInman.ra.ar raw kilt*tient ME Tips s®!01,235. 9F /00914 0 Warr 9991 Nob.,9.MI cr ENGINEERING INC ®Copyright CornpuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 11/26/14 PLACEMENT ONLYREFER TO TRUSS CALCUTATIONSAND - PROJECT TITLE:: REVISION-1: DRAW STRUCTURAL ra R . 5019-d POLYGON19FORIAATION.BtILgNL9 I'1 DESIGNER/ENGINEER OF RECORD RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS BUILDING 5019 / D-D CHECKED BY: DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL &. T R U.S. C OAP H Y DELIVERY LOCATVON: SCALE' REVISIONS• DESIGNS PRIOR TO CONSTRUCT/ON. i 0.11"—1' All designs are property of Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. 1 ii 1 Mitek US , Inc. I-Computus Software � Warnings ::4.,:--General Nolo* T WARNINGS is .... •swot and erecticiti contractor should be advised cif all General Notes: and Warnings before const,iz on cim►mences 2 2x4 compress<onweb ►g►must be installeddere�.1- 3 Ad d temparary bracing to rnsureatabIl Y durr01 is tris.resonsibIlity ofthe erector."40401100pem►anexIt bract of th0 n s :is tthe response" ility of itte be g des _ 4 No d should be ap ied to•any comported -alter ails$: ;: faers re :and at no mine should any toads design loaads.be a d to any +F e: 5 Cor QpuTrus mover d no � ?_ n.-# dling,-sh eat o f i 0corn s • • 6. n is fumrghed subject the i s by • T'Pt i I tn.BCS1;;c es of*wick�be-furn rte:. < G.NERAL[NQTES,;u s00ef.i!**'need `: s, is basad oiiiithe, a showni.aiidis fpt':a n untf ' building lity ofdesign_parami dl? rporatiiain of c imponents thea p.nii*,0)W, 9 Z. mes top and b tr :a. 2'o:e at 10'o.c, mess braced i.tle iib. c oo intuo u st ing such as plywood s -(TC)�r�f I . 3 2x Imps 00040 lateral bracing required where •+.. Insta .oft is the e:s r of the r - • ' s. gimes Trusses r to be used'i ani tOrrns�+ree+rudn�t;: and sateciOf dry n of Usa: - 6._: Design imee fu bearing at alla oits.shown.Shim w :if 7 i. p .drai aprovided. 8:. datessha 3 ttn Moth faces oftruss,and=pl :sol r;c ent `; s> coir cerder - 9 [big s indii e-s of plates in me - 1Q F=art c nnector lits.design cause see E :131"1,�49.$8(MiT ). .�,c O P.ROpe : ' off- RF tovi.4' - EXPIRES:.?2 ; 5 1IE1101This design prepared from computer input by - PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 20-05-08 GIRDER SUPPORTING 40-00-00 FROM 7-00-00 TO 20-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDE 816BTR1 LOAD DURATION INCREASE - 1.15 (Non-Rep) 1- 2-( 0) 72 2-10-(-1674) 7816 10- 3-(-1410) 6444 7-15-(-6510) 1454 2x6 KDDF #1&HTR T2 2- 3-(-10392) 2284 10-11-(-2976) 13558 10- 4-(-8518) 1930 15- 8-(-1600) 7282 BC: 2x8 ODE SS LOADING 3- 4-1 -7816) 1752 11-12-(-3640) 16458 4-11-(-1412) 6334 WEBS: 2x4 KDDF STAND: LL " 25 PSF Ground Snow (Pg) 4- 5-(-14262) 3212 12-13-1-3604) 16352 11- 5-(-3160) 726 2x4 KDDF #18BTR Al TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLP 0'- 0.0" TO 20'- 5.5" Y- 6-(-166861 3770 13-14-(-3604) 16352 5-12=( -458) 2058 f 2x8 OF SS B: BC UMIF LL( 0.0)+DL( 20.0)- 20.0 PLP 0'- 0,0" TO 7'- 0.0" 0'- 7-(-13680) 3084 14-15-(-2890) 13148 12- 6-( -134) 1118 ll} 2x4 KDDF STUD C BC UNIF LL( 475.0)+DL( 343,0)- 818,0 PL£ 7'- 0.0" TO 20'- 0.0" Y- 8-( -8756) 1986 15- 9-(-1908) 8756 13- 6-( -432) 2098 BC UNIF LL( 0.0)+01,( 20.0)- 20.0 PLF 20'- 0.0" TO 20'- 5.5" 8- 5-0-11632) 2580 6-14-(-3730) 834 t TC LATERAL SUPPORT <- 12"OC. UON. - 14- 7-(-1042) 4764 BC LATERAL SUPPORT <- 12"0C. UON, ADDL: BC CONC LL+DL- 3771.0 LBS 8 6'- 0.0" BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA - - - LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4BRACINGAT24" - S 0CUON. FORREQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1577/ 7108V -65/ 738 5.50" 11.37 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED 20'- 5.5" -1975/ 8881V 0/ 08 5.50" 14.21 KCpF ( 625) -z"aa""aa----a"m"'°'.....-a-aan--"aa- BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD, TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,' OVERHANGS: 12.0" 0.0" ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/18'0 Join together 2 ply with 3"x.131 DIA GUN MAX LL DEFL - -0.001" @ -1'- 0.0" Allowed a 0.100" -'r- nails staggered at: MAX TL CREEP DEFL - -0.001" 8 -1'- 0.0" Allowed - 0.133" 9" on in l row(s) throughout 2x4 top chords, MAX LL DEFL a 0.132" 8 8'- 11.6" Allowed'= 0.977" 9" oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL - -0.360" @ 8'- 11.6" Allowed - 1.303" 6" oc in 2 row(s) throughout 2x8 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs, MAX HORIZ. LL DEFL - -0.034" @ 20'- 0.0" MAX H0RI2. TL DEFL - 0.074" 8 20'- 0.0" @ HANGER BY OTHERS TO APPLY CONC. LOAD(S) EQUALLY TO ALL MEMBERS. NOTE: Design assumes moisture content does not to exceed 194 at time of manufacture. Design conforms to main windforce-resiatir,'g 3-08-11 13-00-02 3-08-11 system and components and cladding criteria. 1' ' 1' 1' 3-08-11 2-01-09 2-09-13 2-11-09 2-11-09 2-04-09 3-05-11 Wind: 140 mph, h-20,80t, TCDL-4,2,BCDL-6,0, ASCE 7-10, 1' T T 4 1 T 4 1 (All Heights), Enclosed, Cat.2, Exp.B, M6FRS(Dir), load duration factor-1.6, Truss designed for wind loads M-5x10- M-6x8 M 3x5 M-3x10 M-5x6 M18HS-5x16 in the plane of the truss only. • ' 12 4 5 6 7 10.00E7' 10' - T2mom i� Q10.00 ;12 M-5x16 A /iir- A A �VM 5x16 •B - IZENB M of - - �� 1 1 °n� fol_ I_t a�f( , 10 12� 1' n 13 14 k- IS ._ 9 -Y 1 M-6x8 M-7x12 0.25 M-3x8 M-6x8 H-6x8 0 MSHS-9x18(5) i 37T7N @ WEDGE REQUIRED AT HEEL(S). J. J. Y J, Y l , Y 3-05-11 2-08-01 2-09-13 2-08-01 2-08-01 2-08-01 3-05-11 Y ) Y . 1-00 20-05-08 • JOB NAME : 5019-D POLYGON - Al Scale: 0.2942 `�" ,N M OFF6so WARNINGS: GENERAL NOTES,unless otherwise noted: �'/�5'" 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 IndMduel G P E. Truss: A 1 and Wanting"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. ' 3Additional temporary braising to Insure stability during construWon 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ , Z e.n.and at 10'0.c.respectively unless braced throughout their length by .41 ..'. ` Is the responsibility of the erector.Additional permanent bredn0 of continuous sheathing such as wood sheathing(TO)and/or drywea(HC). DATE: 11/26/2014 the overall structure is the responsiblgty of the bWming designer. 3.2x Impact bridging or lateral bracing required where shown++ !it ' 5 4.No load should be applied to any component until alter all bracing end 4.Installation of truss is the responsibility of line respective contractor. p. (�E{a(lr1 • Q. . 612 6 0 4 5 listeners are complete end al no lime should any bn.c ads greater then 5.Design assumes busses are to be used Ina neonosFre environment, '7 • \• design loads be applied to any component. and are for"dry condition"of use, ✓�.'9j' 7 O ^�., TRANS I D: 413 216 8.Design assumes fug bearing et all supports shown.Shim or wedge 8 5.CompuTros has no control over and assumes no responsibility for the necessary, rp `- fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 4:i Fil IA"��� I III VIII IIIA II I IIII IIIA ILII s.This design fa f051,Os ies ofwhi the BmHeOonaset Pope r 8.BatePlates shall be ith fein on both er nfeces of truss,and placed so their center - .. TPIIWTCA M BCBL copies of witch wilt be furnlahed upon request. Brea celnr:me wdh)olnof otkeMerBnes, S.MiTek USA,Inc.iCompuTrue Software 7.6.6(1 L)-E 0.Foo basic coIndicate nneGa plate design in valIues see 880.1311,E80.1558(MITek) EXPIRES:12/3112615 1 1001111 This design prepared from computer ;input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DGF/Cq-1.00 TC: 2x4 KDDF 8145TH LOAD DURATION INCREASE - 1.15 1-2-( 0) 72 2-4-(G) 0 BC: 2x4 KDDF 01&BTR SPACED 24.0" O.C. 2-3-1-68) 42 TC LATERAL SUPPORT <- 12"0C. UON. LOADING BC LATERAL SUPPORT <" 12"0C. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD -, 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIREL BRG AREA DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. .(SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD - 42.0 PSF 0'- 0.0" -53/ 293V -23/ 81H 5.50" 0.47 )(COP ( 625) 1'- 10.9" -67/ 640 0/ OH 1.50" 0,10 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 3'- 9.0" 0/ 32V' 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 oaf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/160 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD, TOP MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed I= 0.133" 1-11-11 MAX LL DEFL - 0.000" 0 0'- 0.0" Allowed - 0.066" t' f MAX BC PANEL LL DEFL . 0.003" @ 11- 9.3" Allowed " 0.142" MAX TC PANEL TL DEFL - 0.003" 8 1'- 3.7" Allowed:'. 0.196" 12 MAX BC PANEL TL DEFL - -0.002" 8 1'- 11.9" Allowed- 0.189" 10.00 MAX HORIE. LL DEFL - -0.000" 8 1'- 10,9," MAX HORIZ, TL DEFL - -0.000" 0 1'- 10.9" NOTE: Design assumes moisture content does -, not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting ' i • system and components and cladding criteria. H Wind: 140 mph, h-20ft, TCDL-4.2,BCDL-6.0, ASCE 2-10, o (All Heights), Enclosed, Cat,2, Exp.B, MFFRS(Dir), co e load duration factor-1.6, o Truss designed for wind loads N in the plane of the truss only. ( M jlk_ o ►11 ►�4 • M-3x4 y J. 3 1-00 3-09 )PROVIDE FULL $EASING;Jts:2,3,4i • • • • OD JOB NAME: 5019-D POLYGON - AJ1 Scale: D.6645 :5'��` a��N �Q/y``'61. WARNINGS: GENERAL NOTES,unless otherwlse noted: ‘'-ii/ZS/177 ' y� 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the paramelem shown and la for an Individual 94••P E Truss: AJ 1 and Warning beton'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.Additionertamporary bracingto Insure stability donne construction 2.Design esevmon the top and bottom chorda to be tteraly boated el .. DES. BY: NJ t the n responsibility of the erctor.nna of al y permanent brach of 2'ac,and at 10 o.e,respectively unless braced throughout their length by f, .. �• Wo M pe g continuous sheathing such es plywood sheathing(TC)andlordrywat(BC). DATE: 11/26/2014 the overall structure Is the responsibility of the braiding designer, 3.2x Impact bridging or lateral bracing required where strum++ ,,++.c� 4.No load should be applied to tiny component until after all bracing and 4.Installation of truss t the rosponslblily of the raapective contractor. ..•57_. OR E. ON 41 SEQ. : 67.2 6 0 4 6 fasteners aro complete and at no erre Should any loads greater than 5.Design assumes busses are to be used In a non•conoahe environment, �� �19 r O, A design loads be applied to coy component and an'for'dry condition'of use. b. 14 .S 4 TRANS I D 413 216 5.canywTna has no control over and assumes no rosponsiblbly for the e.Design assumes full bearing at a0 s q pale shovm.Bator or wedge If ` t'd's • fabrication,handling,shipment and losteeallon of components, necessary. .t",p MIA' V 7.Design assumes adequate h(ondrainage IS rovld,c r'f 1 F- e.This design Is furnished subject to leo 4miteeons set toAR by S.Mates shalt be loafed on both feces of truss,end placed so their censer IIMI R(�1 IIII Ij��!'j l���II(IIJ jltl� 7puyvrcn In SCSI.apples arvmron will be furnished upon request. 0.Digits indicates se)of plate min Inches. 1111 Il fl 1 1I( MffekUSA lnc/CompuTrusSoRwalaT.6.a(1L)•E 10.For basic connector plate design values see ESR-l511,E_ON-19000Aitch) EXPIRES:12/31/2U15 IIIIIIIIIIIIII This design prepared from computer !input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 9,0" IBC 2012 MAX MEMBER FORCES 4MR/DCF/Cq=1.00 TC: 2x4 KDDF 11103TR LOAD DURATION INCREASE = 1,15 1-2-( 0) 72 2-4=(0) 0 BC: 2x4 KDDF 810BTR SPACED 24.0" O.C. 2-3-(-91) 73 s TC LATERAL SUPPORT <- 12"0C. DON. LOADING BC LATERAL SUPPORT <- 12"OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD- 32.0 PSF BEARING MAX VERT MAX HORD ARG REQUIRED.BRG AREA DL ON BOTTOM CHORD- 10,0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. '(SPECIES) OVERHANGS: 12.0" 2.7" TOTAL LOAD- 42.0 PSF 0'- 0.0" -38/ 325V -42/ 127H 5.50" 0.52 KDDF ( 625) 3'- 6.2" 0/ 45V 0/ OH 5.50" 0.07 KDD£ ( 6251 LL = 25 PSF Ground Snow (Pg) 3'- 9.0" -72/ 104V 0/ OH 1.50" 0.13 KDDF ( 6251 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OND. 2: Design checked for net(-5 psf) uplift at 24 "oc:spec ng.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TI.-L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed•b 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed'. 0,133" 12y MAX LL DEFL - 0.000" @ 0'- 0.0" Allowed m 0.022" 10.00 7 MAX TL CREEP DEFL - 0.000" @ 0'- 0.0" Allowed.° 0.030" MAX TC PANEL LL DEFL - 0.032" @ 2'- 3.7" Allowed's 0.286" MAX TC PANEL TL DEFL - 0.030" @ 2'- 3,7" Allowed r' 0.428" 0 'c MAX HORIZ. LL DEFL - -0.001" @ 3'- 8. ." �/ MAX HORIZ. TL DEFL - -0.001" @ 3'- 8.21' NOTE: Design assumes moisture content does I not to exceed 193 at time of manufacture. m Design conforms to main windforce-.resistir:g 1 system and components and cladding criteria. m I Rind: 140 mph, h-20.9ft, TCOL-4.2,BCDL-6.0, ASCE. 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MSiORS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. rn ,F I c 0 0 fr- 11110- 111 4►�1 •'' M-3X4 1- r i.1 • • J., 1 1 y 1-00 3-09 0-02-11 PROVIDE FULL BEARING/Jts:2,9,3j E[. PRO JOB NAME : 5019-D POLYGON - AJ2 .. aIn�FF�osl Scale: 0.6203 {N /r�5 (JA.. WARNINGS: GENERAL NOTES,unless otherwise noted; (/1 r��^"�L] _`� 1,Solider end erection contractor should be advised of enn General Notes 1.This design Is based only upon the parameters shown and m for an mdiwduat .C -'92$OPE ' Truss: AJ2 and Warnings berate construction commences. building component,Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed when shown+. Incorporation of component Is the responsibility of the beading designer. % - 3.Additional temporary bracing to insure stability construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: D1J2'ex.and al la'o.c.respecttoety unless braced throughout their length by la me respensSlliry of the erector.Additional permanent bracing of continuous ahealhlag such as plywood sheathing(iC)andlordrywaa(SC), ar� DATE: 11/26/2014 the moth structure Is the responsibility of the building designer, 3.2x Impact bridging or lateral bracing required where shown++ !1 n 4.No load should be applied to any component until after as bracing and 4.Instellellon oilman Is the responsibility of the respective contractor. 'V•. SJR EGQ - �(/ TRANS i D: 413 216 SEQ. : 612 6 0 4 7 fasteners are Complete end at no gine should any loads greater than 5.Design assumes trusses are to be used Ina non•corrostve environment, L- q r� � design loads be applied to any component. ted aro for'My condition"of use. 'Q y 14Ci 3.CorrpuTrua has no control over and assumes no responsttday faros8.Design assumes Na beating at aaauppode shown,Shim or wedge It p li fabdoatien,benching.shipment end installation of components. Design assumes adequatedrainage is provided. 'ti, y 8.This design is furnished subject to the Imitations set forth by 8.Plates shall be located enon both faces of truss,and placed so thetr center I III IIII 11111 IIIA 11111 II III MI 1111 IIII TIN/WiCAIn SCSI,copies of which will be furnished upon request. Nies coincide vine orpanterarras. It I M)Tek USA,Mc./CompuTrus Software 7.6.6(11.)-E 0.For basic connector plate design values see ESR-1311,ESR-lass(MIToq EXP.IRE5;12l3172015 . IIINIIIIIIIII This design prepared from computer sLnput by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4NR/DDF/Cq=1.00 TC: 2x4 ROOF 6168TR LOAD DURATION INCREASE - 1.15 1-2.) 0) 72 2-5-(0i) 0 BC: 2x4 KDDF 1716BTR SPACED 24.0" O.C. 2-3s'(-215) 181 3-4.1 -61) 30 TC LATERAL SUPPORT <- 12"0C. UON. LOADING BC LATERAL SUPPORT <- 12°oC. UON. LL( 25.0)+01( 7,0) ON TOP CHORD . 32.0 PSE DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX BORE BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. :(SPECIES) 0'- 0.0" -17/ 312V -66/ 185H 5.50" 0.50 KCOF ( 625) LL - 25 PSF Ground Snow (Pg) 3'- 6.2" 0/ 40V 0/ OH 5.50" 0.06 KDDF ( 625) 3'- 8,2" -146/ 222V 0/ OH 1.50" 0.28 KGDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -35/ 56V 0/ OM 1.50" 0.09 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "o spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/10 MAX LL DEFL - -0.002" @ -1'- 0.0° Allowed-. 0,100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0° Allowed= 0.133" MAX IC PANEL LL DEFL - 0.009" @ 1'- 10.0" Allowed Q 0.286" MAX TC PANEL TL DEFL - -0.008" @ 1'- 11,4" Allowed r 0.428" 12 1 10.00 7 MAX HORIZ. LL DEFL - -0.002" 8 5'- 10.0" MAX HORIZ. TL DEFL= -0.002° @ S'- 10.0" NOTE: Design assumes moisture corr::ent does not to exceed 190 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria, m Ij I Wind: 140 mph, h-21.7ft, TCOL-4.2,BCD1-6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MEFRS(Dir), t load duration factor-1.6, `^ Truss designed for wind loads In the plane of the truss only. co • i v AIIIIIIIIIIIIIIIIIIIIIIIIIMII . Io _ - M-3x4 • • Y Y Y Y • 1-00 3-09 2-02-11 (PROVIDE FULL BEARING;Jts:2,5,3,4 ' �� p PR'Opes, JOB NAME ; 5019-D POLYGON - AJ3 sale: 0.4988 r� t4GIIN1E �'/0 WARNINGS: GENERAL NOTES.unless otherwise noted: '71/ZWO o c I 9 1.Sulkier and erection contractor should be advised of an General Notes I.this design Is based only upon the perimeters'shown and Is Inc an indMoual Ct. 92**t';L. e Truss: AJ 3 and Warnings before consiuWon commences. building component.Applicability of design parameter and proper • . 2.2x4 compression web bracing must be Installed where shown+. incorporation of component la the responsibility of the bending designer. !' 3.Additional temporary braving to Insure stability doing construction 2.Denlsn assumes the top end bottom chords to he laterally braced on DES. BY: MJ2'OA and at t0'o,c.respectively miens braced throughout their length by �,,� Is the responsibility ofthe erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)amber drywaH(SC). / r-4 DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging orlaletel bracing required where shown++ • RE 4.Na load should be appiled to any component until after an bracing and 4.Instaletlon of truss Is the responegdlay of the respective contractor, '.'"Q OREGON -.er _ SEQ. : 612 6 0 9 8 fasteners are compete and at no lime should gory loads greater then S.Design assumes trusses are to be used Ina non-corrosive environment, L° �9 �. A. design bads be appgad to any component. and ere for'dry condition"of use. "' �y 14 p "4-: TRANS I D: 413216 s.CompuTrus hes no control over and assumes no reaponsibghy for the 8.n eats s assumes tog bearing at al supports shown.Shim or wedge If e •P ' fabrication,Deriding,shipment and Installation of components. 0- necessity. ,VJ�f y R i l:�- 7.Plates hal el caeguaiedthfoe.age la revis,a. sl 6.This design Is hrcnlahed subject to the Imitations set lath by 5.Plates shag be locatefrsppan bosh(iota o�ttuaa,and placed so main venter �� TPINWCA in SCSI, jolnt center Ines. I III I��I�f�I ���I II+Ii I i��II I 1111 MTS SA,I ComipuTnta Software 7'.13.6(1 l}E es of which wil be furnished upon request 10.For b cone lines coincidecttoropiate design values see 55R-1311,0801-1398(Weld EXPIRES:12/31/2015 • , IE design prepared from computer input by ( E PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 9.0" IBC 2012 MAX NEMBER FORCES 4NR/DCF/Cq-1.00 TC: 2x4 KDDF 416BTR LOAD DURATION INCREASE - 1.15 1-2-1 0) 72 2-5-(0) 0 BC: 2x4 KDDF 416BTR SPACED 24.0" O.C. 2-3-(-302) 267 3-4-( -98) 69 TC LATERAL SUPPORT <- 12"0C. UON. LOADING • BC LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)ODL( 7.0) ON TOP CHORD - 32,0 PST DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED,BAG AREA OVERHANGS: 12.0" 2.7" TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. :-(SPECIES) 0'- 0.0" -10/ 297V -86/ 232H 5.50" 0.48 HOF ( 625) LL = 25 PSF Ground Snow (pg) 3'- 6.2" 0/ 36V 0/ OR 5.50" 0.06 KDDF ( 625) 3'- 8.2" -207/ 305V 0/ OH 1.50" 0.39 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 9,0" -83/ 118V 0/ 0H 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD, TOP CON'. Design c ec e• or net( psf) up i t at 4 'oc'spacinq, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL - -0.002" 0 -1'- 0.0" Allowed = 0.100" +' MAX TL CREEP DEFL - -0.003" 0 -1'- 0.0" Allowed'» 0.133' MAX LL DEFL = 0.000" 0 0'- 0.0" Allowed " 0.022" MAX TL CREEP DEFL - 0.000" 8 0'- 0.0" Allowed l" 0.030" js MAX TC PANEL LL DEFL - 0.007" 0 2'- 2.3" Allowed'. 0.286" MAX BC PANEL Ti DEFL- -0.005" 0 1'- 11.9" Allowed 0,189" 12 MAX HORIZ. LL DEFL - -0.003" 0 7'- 8.2" MAX HORIZ. TL DEFL - -0.003" 4 7'- 8.2" 10.007 NOTE: Design assumes moisture content does not to exceed 194 at time of manyfacture. Design conforms to main windforce-resisting system and components and cladding criteria. cs0 ' Hind; 140 mph, h-22.5ft, TCDL-4.2,BCOL-6,0, ASCF�,7-10, a (All Heights), Enclosed, Cat,2, Exp.B, Mh)FRS(Dir), ri Load duration factor=1.6, li Truss designed for wind loads i in the plane of the truss only. c i I I in 4 k c co 0,10••••3•2/ -3x4 y y l y . 1-00. 3-09 4-02-11 PROVIDE FULL BEARING)Jts:215,3,41 JOB NAME : 5019-D POLYGON - AJ4 Scale: 0.4119 K NGYN oFF sic,. WARNINGS; , 92 (E GENERAL NOM,unless otherwise noted: rr7� CC �"j� 1.Builder and erection contractor should be advised of all General Notes 1.This design is bused only upon the parameters shown and fa for an IndividualCt. -'9q� {D E. Truss: AJ 4 and Warnings before construcgon commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. tncorporalon of component Is the responsibelty of the building designer. DES. BY: MJ 3.Additional temporary bracing to Insure stability during eonstnrdlon 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'OA end at Is'o.o,such ply unless braced throughout their length by �,,,r's, .e/A11 ' .., DATE: 11/26/2014 One averag abddere is the responsibility of the building designer. continuous Impactp ,idgsheng orng such fbraci g plywood where sh shown drywag�C). 4.No bad should he ag 3.to crone is lateral bracing requited where shown++ O Q SEQ. : 67.2 6 0 4 9 applied to any component until aRer ell bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON fasteners are complete end et no time should any loads greeter then 5.Design assumes trusses are to be cued Inc non oorroslve environment, 9' As • TRANS I D: 413 216 design bade be applied to any component. end ere for^dry dondaton of vse, / �.ji iZQ'�,h�.. ' 5.CompeTrus hes run control over and assumes no res►ponsibmty for the g.Dnaign aanumea fug bearing at e8 supports shown.8mm"wedge If Q .14 �p,. fabrication,handling,shipment and Insieltauon of components. 7.Cosiggn ee»umea adequate drainage Is provided. Ft R 10- 0.This design N furnished subject to the limitations set forth by a.Prates shell be located on both faces of truss,and placed so their renter lines e h joint center III II oil I II IIT HNI III I II MilekUSA,TRWYTOA 1Inc/Co puT s Software BCS1,copies of which vol be f 7,6.6(1)4-5 request. 18.For basic conntr plate designvMNresses ESR-1311.ESR-1088(MiTek) ' N.Digits Indicate size of plate In inches, EXPIRES:12/31/2015 111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DCF/Cg=1.00 TC: 2x4 KDDF 9148TR LOAD DURATION INCREASE = 1.15 1-2m( 0) 72 2-6=(0) 0 BC: 2x4 RODE 4198TR SPACED 24.0" O.C. 2-3-(-388) 351 I. 3-4-(-214) 160 i TC LATERAL SUPPORT <- 12"0C. UON. LOADING 4-5=( -66) 30 BC LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)1DL( 7.0) ON TOP CHORD- 32.0 PSP DL ON BOTTOM CHORD= 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED:BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. ',(SPECIES) LL - 25 PSF Ground Snow (Pg) 0'- 0.0" -13/ 303V -111/ 296H 5.50" 0.48 KL'OP ( 625) 3'- 6,2" 0/ 38V 0/ OH 5.50" 0.06 HOOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 8.2" -200/ 217V 0/ OH 1.50" 0.35 KCDF ( 625) REQUIREMENTS OF TBC 2012 AND IRC 2012 NOT BEING MET. 7'- 8.2" -162/ 241V 0/ OH 1.50" 0.31 low ( 625) 9'- 11.7" -29/ 47V 0/ OH 1.50" 0.07 KC0F ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD, TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (COND. 2: Design checked for net(-5 psf) uplift at 24 "0 spacing.[ -, VERTICAL DEFLECTION LIMITS: LL"L/240, TL"L/180 MAX LL DEFL - -0.002" 8 -1'- 0.0" Allowed 0.100" 4 MAX TL CREEP DEFL - -0.003" 8 -1'- 0.0" Allowed:'= 0.133" y MAX TC PANEL LL DEFL - 0.005" 8 1'- 10.0" Allowed- 0.286" MAX BC PANEL TL DEFL - -0.004" 0 1'- 11.9" Allowed = 0.189" MAX HORIZ. LL DEFL - -0.005" 0 9'- 10.9" MAX HORIZ. TL DEFL = -0.005" 8 9'- 10.9" • 12 4 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture, 10.00 Design conforms to main windforce-resisting system and components and cladding criteria. 01 Wind: 140 mph, h-23.4ft, TCDL"4.2,BCDL6.0, ASCE 7-10, of (All Heights), Enclosed, Cat.2, Exp.B, Mti:l'RB(Dir), on load duration factor-1.6, € of Truss designed for wind loads 0° in the• plane of the truss only. • rn • Mt r = - c. M-3x4 1 .1 1 y 1-00 3-09 6-02-11 [PROVIDE FULL BEARING;Jts:2,6,3,4,51 JOB NAME : 5019-D POLYGON - AJ5 '<'. N�F�`t9 . Scale: 0.3515 {G. 1Jr q 0 WARNINGS: GENERAL NOTES,unless otherwise noted: 11/(x$ .� kr 1.evader end erection contractor should be advised of as General Notes 1.This design to based only upon the parameters shown and Is for an Mdlviduel t g 210 P E , t' Truss: AJ5 and Warnings before cenotruceon 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 desigpner. 3.Additional temporary tracing to Imre stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ..' aAr •' DES. BY: MJ is the responsibility 011ie erector.Additionalpermanent brach of 2'o.c,and at 10'a,o.respectively unless braced throughout their length by i �y. 1>D 0 continuous sheathing such as plywood sheathing(TC)andnor drywall C). '+e. DATE• 11/26/2014 the overall structure Is the responsibility of the bilIMMO designer. 3.2x Impact bridging or lateral bracing required where shown.+ OREGON 4.No load should be ambled to any component unlit eller all bracing and 4.Inotegatton of truss Is the responsbgfy of the respective contractor. . "9.. ,}_OREGON �' ..sl SEQ. : 6126050 fasteners are complete and at no lime should any loads greater then S.Design assumes busses are to be used Ina non•corosNe environment, ,w 'L! A: TRANS ID: 413 216 design loads be applied to any component. andarefor"ay coadabn'ofliuse. Wedge 8 <Q• •4)` 14 '6,, :�•}-: • 5,CompuTrus has no control over and asoumes no responsibility for the O.Design assumes full beorinat sit supports shown,Shim orw r .Q1 seolcation,handling,shipment and installation of components. nesignery. 4 R 1` T• I,Design assumes adequatedor,troth faces Is provides. 4 i. 0.This design Is h nk:hen sailed to me limitations set forth by 0.Plates shag be locate�!dppon both faces of buss,and placed so their center s of ch wit be furnished upon III II 11111111111111111 1111111110011 M Te USA,In1c./Cl/VYTCA In SCSI,mpuT B lSoftware 7.6.(1(1 L)•E request. 19.0.For lines coincide wIth jean center 11115.5. bask co nectorapla a designhval es ase ESR-1311,ESR•19HM(MtTen) • . EXPIRES:12/31/2015 . 4 fllil)IDlOI This design prepared from computer input by PACIFIC LUMBER-BC I I LUMBER SPECIFICATIONS 20-08-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF 116BTR; 20-08-00 GIRDER SUPPORTING 42-00-00 FROM 0-00-00 TO 13-08-00 1- 2-6-10218) 2500 10-11-6 -2761 1098 10- le(-8986) 2190 5-15-(-3908) 1062 2x6 KDDF 11SBTR T1, T3 LOAD DURATION INCREASE - 1.15 (Non-Rep) 2- 3=6-12050) 3038 11-12-(-2414( 10216 1-11-(-3058) 12618 6-15-(-I494) 6396 BC: 2x8 KDDF @LCBTR 3- 4-( -9220) 2374 12-13-(-2756) 11252 11- 2-6-6990) 1804 15- 7-( -1484) 1706 WEBS: 2x4 ROOF STAND: LOADING 4- 5-6-11422) 2964 13-14-(-2766) 11294 2-12-6 -902) 180 7-16-6 -778) 270 2x4 RODE 4l&BTR A: LL = 25 PSF Ground Snow (Pg) 5- 6-( -9040) 2328 14-15-(-2766) 11294 12- 3-(-1580) 6784 2x6 KDDF 12 Br TC UNIF LL( 50.0)+UL( 14.0)- 64.0 PGF 0'- 0.0" TO 6'- 0.0"6r- 7-6-11654) 2952 15-16-(-1904) 8082 12- 4-(-3632) 998 2x8 OF SS C TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 14'- 8.0'1F 8-(-11136) 2726 16- 8-(-1898) 8066 4-13-6 -528) 2606 • TC UNIF LL( 50.0)+DL( 14,0)- 64.0 PLF 14'- 8.0" TO 20'- 8.0'8F 9-6 0) 72 13- 5-( -624) 234 ' TC LATERAL SUPPORT <- 12"OC. UON. BC UNIF LL( 0.0)+DL( 40,0)- 40.0 PLF 0'- 0.0" TO 20'- 8.0" V 14- 5-( -520) 2652 BC LATERAL SUPPORT <- 12"0C. UON. BC UNIF LL( 500.0)+DL( 340.0)- 840.0 PLF 0'- 0.0" TO 13'- 8.0" V BEARING MAX VERT MAX HORS BRG REQUIRE;BRG AREA -----_"--__........... TC CONC IL( 250,0)+DLI 70.0)- 320.0 LBS @ 6'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT-24"0C"UON.-FOR-- TC CONC LL( 250,0)+DL( 70.0)- 320.0 LBS @ 14'- 8.0" 0'- 0.0" -2468/ 10325V -147/ 1058 5.50" 16.52 KODF ( 625) ALL-FLAT-TOP CHORD..AREAS NOT SHEATHED ADOL; BC CONC LL+DL- 3564.0 LBS @ 14'- 8.0" 20'- 8.0" -1988/ 8182V 0/ OH 5.50" 13.09 KDDF ( 625) aa. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL !COND. 2: Design checked for net(-5 psf) uplift at 24 "or:spacing. OVERHANGS: 0.0" 12.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Caution: Note bearing area requirements. ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/16'0 Join together 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - 0.102" 8 8'- 10.7" Allowed - 0.988" nails staggered at: IIII 9" oc in 2 row(s) throughout 2x6 top chords, 9" oc in 1 row(s) MAX TL CREEP DEFL - -0.263" 8 11'- 11.0" Allowed - 1.317" throughout 2x4 top chords, @ HANGER BY OTHERS TO APPLY MAX LL DEFL - -0.001" @ 21'- 8.0" Allowed- 0.100" 5" oc in 2 row(s) throughout 2x8 bottom chords, CONC. LOAD(S) EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL - -0.001" @ 21'- 8.0" Allowed 0.133" I9" or in 2 row(s) throughout 2x6 webs, /lA 9" oc in I row(s) throughout 2x4 webs. MAX HOOTS. IL DEFL• -0,027" @ 20'- 2.5" MAX HORIE. TL DEFL - 0.056" @ 20'- 2.5," 2-04-13 3-06-14 8-08-10 5-11-11 NOTE: Design assumes moisture con 4 tent does not to exceed 194 at time of manufacture. 2-08-05 3-03-06 2-07-09 3-03-13 3-00-05 2-06 3-02-11 ' f4 3204 1' 1` +'208 '( ( Deaign conforms to main windforce-resistir)g 12 12 system and components and cladding criterifa. 10.00[77M1888-5E16 0.00pM18RS-5x16 M-3x5 M-3x10 M1888-5x16 Q 10,00 Wind: 140 mph, h-21.7ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 4 5 (All Heights), Enclosed, Cat.2, Exp,B, M9,_YRS(Dir), load/' Tib Truss ddesigned uration ffox owind 6loads in the plane of the truss only. 440err..... M-6x10 1\01\4-3E5 , M-7x10 -1-Ti ideak en A v B o •N totfl to �- to I d _ _ to� r ay� �1 •P- 10�( 11 12 13 '� 4.(M-3x10 M-8x10 0.25" M-3x10 M0' I .7.M-10x10 =M-10x10(5) 3 641/0 Y y 1 b l l5 ,1 /, 2-04-13 3-02-02 3-03-13 3-00-05 3-02-01 2-06 3-00-15 • k 1, 1, 20-08 WEDGE REQUIRED AT HEEL(S). 1.00 JOB NAME : 5019-D POLYGON - B1 Scale: 0.2552 •5...-, �ynF.��p-s'sof. WARNINGS: GENERAL NOTES,unless otherisenoted: w�_ f�/^` r . 2'�,. 1.Builder and erection contractor should be advised of an General Notes 1.This design is based only upon the parameters shown and Is for an Individual �2 P G !: Truss: B 1 and Warnings before construction commences. building component.Apphcabitity of design parameters and proper 2.2x4 compression web bracing must be Installed where shown.r.. Incorporation of component Is the responsibility of the WWII designer. / 3.Additional temporary binning to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at DES. BY: MJ 2'n,c,end at 10'o.o.reapecenaly unless braced throughout their length by :I„�;" . ; • " Is the reopens@Ility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andfor drywa8{eC). / ' ' DATE: 11/26/2014 the email structure Is the responsibility of the building designer. 3,2x Impact bridging or lateral bracing required where shown++ "a - AI Q SEQ. : 6126052 4.No bad should be aped to any component until eller as bracing cod 4.Installation Outlet:Is the responsibility of the respective contractor. y. R O't �((" fasteners aro complete and at no time shouts any loads greeter man S.Design assumes Wsses are to be need In a noMrorroahR environment, \. TRANS I D: 413 216 align bade be a1lPtied 10 any component. 9.Deb art for m eaaudUry@ehla"b0�"a bearing ai aW supports shown.SnM or wedge W 'd 4y 1 4 `Z° S.Compumrs has no control over and assumes no responsibility for the Design o pp d0 1,;,: fehioallon,handling,shipment and Inslallaaon of components. necessary. pro 111 . ' P R I O- 6.This design is furnished subject to lee limitations set forth by T. plata shit b located on btdrainage ccof buss,and placed so their center n 1111 IIIII VIII I'III I pill IIII Ill]IIIIM Tek USAnInca1.Comppuluue Software 7.43.es of WO wilt be 6(1 L)-E upon request. 10.For basic connecter plate design values see EBR-1311,ESR4HBB(MiTek) lines coincide with fokil center lines. 0.Digits indicate sloe of to In Inches. EXPIRES:12/31/2015 i. IIE1I1lIOl This design prepared from computer 'input by i k PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cs-1.00 TC: 2x4 KDDF *I.EBTR LOAD DURATION INCREASE - 1.15 1-2-( 0) 72 2-4-(G) 0 BC: 2x4 KDDF 81iBTR SPACED 24.0" O.C. 2-3-(-56) 53 ) TC LATERAL SUPPORT <- 12"0C. UON. LOADING BC LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIREQ BRG AREA DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD - 42.0 PSF 0'- 0.0" -51/ 296V -23/ 81H 5.50" 0.47 KDDF ) 625) 1'- 10.9" -117/ 108V 0/ OH 1.50" 0.17 KCDF ( 625) LL - 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 49V 0/ OH 5.50" 0.08 KGDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0ND. Des gn checked or net(- ps ) up t at 4 "oc:spac>.ng. REQUIREMENTS OF IBC 2012 AND IRC 20I2 NOT BEING NET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/18U BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD, TOP MAX LL DEFL - -0.002" 8 -1'- 0.0" Allowed. 0.100° 1-11-11. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.003" 8 -t'_ 0.0" Allowed - 0.133" MAX TC PANEL LL DEFL - 0,003" 8 1 0.0" Allowed., 0.131 MAX TC PANEL TL DEFL - -0.004" 8 1'- 1.5" Allowed .- 0.196° MAX BC PANEL LL DEFL - 0.008" 8 2'- 8.6" Allowed-. 0.254" 12 MAX BC PANEL TL DEFL --0,021" 8 3'- 3.8" Allowed = 0.339" 10.00 7 MAX HORIZ. LL DEFL - -0.000" 8 1'- 10.5" MAX HORIZ. TL DEFL - 0.000" 9 1'- 10.9" NOTE: Design assumes moisture content does -,, not to exceed 19% at time of manufacture. Design conforms to main windforce-resistir.g system and components and cladding criteria. 0 m Wind: 140 mph, h-20ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, M)}r'AS(Dir), o load duration factor=1.6, c Truss designed for wind loads ry in the plane of the truss only. 1 M/- I a O" ► ►.�14 M-3x4 1 1 ), 1 1-00 'PROVIDE FULL BEARINW Jts:2,3,41 6-00 i JOB NAME : 5019-D POLYGON - BJ1 Rio pROF`is Scale: 0.6655 4,,,, - �0' zi WARNINGS: GENERAL NOTES,unless otherwise noted: '��/ � 9... 1.Sunder and erection contractor should be advised of en General Notes I.This design Is based only upon the parameters shown and Si Inc an individual C.C. 2*.P E. Truss: BJ1 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2s4 compression web bracing must be Installed where shown+, Incorporation of component is the responsibility of the building designer. 3.AddWonal temporary bracing to insure stability dudng construction 2.Design assumes the top and bottom chords to be laterally braced at .. DES. BY: MJ2'OA and at 10 o,c,respectively unless braced throughout their length by :«� ..". Is the responsibility of the erector,Additional permanent Meting of continuous sheathing such es plywood shsathbg(TC)and/or drywof(BC). ts. DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where ohown++ L 4.No load should be applied to any component until atter an bracing and 4.installation of truss Is the responsibility of the respective contractor, p a R.a oN ��/ SEQ. : 6126053 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ore to be used in a non-coeosiva environment L� '+74/1.- • y Qat,` design bads be apptiad to any component and are for condition"of use. .A".� TRANS I D: 413 216 5.Com Trac hes no control over and assumes no res6.Design assumes full bearing at all supports shown Shbn or wedge H A- yP pv ponsmility for the necessary. .''✓! fabrication.handling,shipment and Installation of components. 7.Design assumes adequate drainage b provided. r7 1�.�^ 5.Tins design Is furnished subject to the!Imitations set forth by 3.Plates sham be located on both feces of truss,end placed so their center '. VIII 11 IIII I III 1 1 VIII VIII III IIII TPIMRCA In BCSt,copies of which will be furnished upon request lines coincide withinjoint center nchlines. O.Digits indicate size of plate in inches. MTekUSA InciCompuTrusSoflwere7.6.6(iL)E lt.Por basic connector Mate design values see ESR-1311.ESR.Igee(1,4lfeh) EXPIR 5:12/31/2}15 111111111 This design prepared from computer ,input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4NR/DGF/Cq41.00 TC: 2x4 ROOF 0101TR LOAD DURATION INCREASE- 1.15 1-2-( 0) 72 2-4-(0) 0 BC: 2x4 ROOF @IaBTR SPACED 24.0" O.C. 2-3.1-91) 82 r TC LATERAL SUPPORT <- 12"0C. DON. LOADING BC LATERAL SUPPORT <- 12"0C. DON. LL( 25.0)+01( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DI ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD - 42.0 PSF 0'- 0.0" -27/ 347V -44/ 132H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -125/ 135V 0/ OH 1.50" 0.22 KI(DF ( 625) LL - 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 58V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spec ng,i REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/Ie:O BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL - -0.002" 8 -1'- 0,0" Allowed; 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TI CREEP DEFL - -0.003" 0 -1'- 0.0" Allowed" 0.133" MAX LL DEFL - 0.000" @ 0'- 0.0" Allowed:: 0.078" 3-11-11 MAX IL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed= 0.105" 1' 1' MAX TO PANEL LL DEFL - 0.025" 0 2'- 2.2" Allowed)'. 0.305" 12 MAX BC PANEL TL DEFL - -0.035" 8Allowed 3'- 1.4" - 0.339" a 10.007 i MAX HORIZ. LL DEFL- -0.001" 0 3'- 10.5" MAX HORIE. TI DEFL - -0.001" @ 3'- I0.5," NOTE: Design assumes moisture coetent does not to exceed 19% at time of manufacture. Design conforms to main windforce-resistidg system and components and cladding criteria. Zi Wind: 140 mph, h-20.9ft, TCDL-4.2,BCOL-6.0, ASCI 7-10, (All Heights), Enclosed, Cat.2, Exp.)), MVFRS(Dir), o load duration factor-1.6, en Truss designed for wind loads in the plane of the truss only. n i .1_ 0.--:::-...--,44 14-3x4 i; i J. J. J. 1-00 6-00 1 PROVIDE FULL HEARING;Jta:2,3,4( JOB NAME : 5019-D POLYGON - BJ2 �� oP "s Scale: 0.5693 CJ SItk • /0. 9 I t: WARNINGS: GENERAL NOTES,unless otherwise noted: C 9ry2^ O 'fir 1.Builder and erection contractor should be advised stall General Notes 1.This design Is based only upon the parameters shown end to for an Individual 7G I:"E Truss: BJ2 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.254 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional lemppfary bracing to stabday during construction Design assumes the lop and bottom chores to be laterally braced at DES. BY: MJ Is the real t responsibility of the erector.insure sti Additional permanent bracing of 2'0,0.and 81 10'0.0.respectively unless braced throughout their length by `sp ,drams - wntinuous sheathing such as plywood 3heaoUng(00)4ndfot,IrywNl(BC). -0 - �, DATE: 11/26/2014 the overall$te,dure is the reaponstbilty or the budding designer. 3.20 hnpsct bddgmg cr lateral bracing required where shown++ nth n n' S E 6126054 0 5 4 4.No load should be applied to any component until after ail bracing and 4.Installation of truss Is the responsibility piths respective contractor. Y v'b as {.� .. ill Q• fasteners are untwists and al no lime should toy bads greeter then 5.Design assumes trusses are to be used In a non•eorreslve environment, �.' y TRANS I D: 913216 design loads be apexed rtoe any component. 8.Design reseomea lull condition" at supports shown,Shim or wedge if /Q 9r 14 V. b.CompuTms hes no control over and assumes no responsibility for the necessary. A.e fabrication,handling,shipment and installation or components. 7.Design assumes adequate drainage is provided. -'• P R I VV. ���II�I I�I��I II I���I�I I7II)����f�ll 8.Thin design is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their anter ': TPVNTLA In BCSI,copies of which will be furnished upon request. lines coincide with Joi�1nppt canter Imes. MiTek USA,IncJCompuTfue Software 7.6.6(1 L)•E 0.For benicleenneelorplate design values see ESR-1310,ESR-1988(MhTe1) EXPIRES:12/31/2015 11111111111111 This design prepared from computer ;input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4NR/DDF/Cq"1.00 TC; 2x4 KDDF @liBTR LOAD DURATION INCREASE - 1.15 1-2-) 0) 72 2-4-(C) 0 BC: 2x4 )(ODE @16BTR SPACED 24.0" O.C. 2-3-(-137) 115 i TO LATERAL SUPPORT <- 12"OC. UON. LOADING BC LATERAL SUPPORT <- 12"OC. UON. IL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX HORZ BRG RBQUIREL;BRG AREA DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. :(SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD - 42.0 PSF 0'- 0.0" -34/ 402V -66/ 185H 5.50" 0.64 HOF ( 625) 5'- 9.2" 0/ 77V 0/ 0H 5.50" 0.12 HOOF ( 625) LL - 25 PSF Ground Snow (Pg) 5,- 11.7" -106/ 168V 0/ OH 1.50" 0.27 RUDE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL )GOND. 2: Design checked fox net(-5 psf) uplift at 24 "or spacing.] REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/18,0 ' BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LI, DEFL " -0.002" @ -1'- 0.0" Allowed,- 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL " -0.003" @ -1'- 0.0" Allowed'r 0.133" MAX TO PANEL LL DEFL - 0.161" @ 3'- 7.2" Allowed:= 0.479" 5-11-11. MAX TO PANEL TL DEFL - -0.145" @ 3'- 4.9" Allowed . 0.718" ' 1 .1 MAX NORIZ. LL DEFL - -0.002" @ 5'- 10.9:" MAX HORIZ. IL DEFL - -0.002" 6 5'- 10.55.•" NOTE: Design assumes moisture content does 12 r not to exceed 19t at time of manufacture. 10.00(7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-21.7ft, TCDL-4.2,BCDL"6.0, ASCE 7-10, 1 (All Heights), Enclosed, Cet.2, Exp.B, MKFRS(Dir), load duration factor-1.6, m Truss designed for wind loads i in the plane of the truss only. v 0 i t • r r m I, .ti e,� �+f I I� ,►11 o o - O M-3x4 • i J., l '5 1-00 6-00 (PROVIDE FULL BEARING;Jta:2,4,31 • JOB NAME : 5019-D POLYGON - BJ3 Scale: 0.46885QpNF�`s%: WARNINGS: GENERAL NOTES,unless otherwise noted: ��"5/ 9 1.Bender and erection contractor should be a4Nsed of ail General Notes 1.This design Is based only upon tieparameters shown and Is for an tndMNdual 92.1 9 PE '. . C" Truss: BJ3 and Warnings before construction commences. bending component AppHiability of design parameters and proper 2.2x4 compression web bracing must be Metalled when shown+. Incorporation of component Is the fesp000 bitty 011115 building designer, "411111111111°,7 , 3.Additional temporary bracing to insure atabltlty during construction 2.Design assumes the top and bosom chords to be laterally braced at .Ids'" DES. BY; MJ2'o.a and al 10'd.o,respectively unless braced threughela their length by .. is the reapoesUlpry of the ender.Additional permanent bracing or continuous sheathing such as ��` - 4 DATE: 11/26/2019 responsibilitybuilding designer. bridging g Magna requiredqrewhere shown drywel(8C). the overall aVwlun 41110 re oroibllf of the 3.Ix Impact Md in or lateral broaing where shown*+ �r �+ /��� 4,No load should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective*or d.-actor. '� OR GO N ,, may. SEQ. : 6126055 rasteners are complete and el no time should any loads greater than 5.Design assumes trusses en o be used hr a noncorrosive environment, 4-. -R. 9,1'• s design loads be applied to any component, and we tor'dry condition'of use, d ' 14 .-‘;.7- TRANS :.-.. TRANS I D: 413 2165.Design assumes full bearing at all supports shown.Shim or wedge If • 5.CompuTrus hes no control over end assumes no responsibility for menecessary. Q? fabrication,handling,shipment and Installation of components. T.Design assuaros adequate drainage a pprovided, � Pl A 11-ke • S This design is fumishod aub)ed to the Irritations set forth by B.mates MOM)located on both feces of truss,and placed so their center I CA SCSI,Copies of which will be 111111 11111 ILII II 101 111111 1 111 ill MITT ch USA t(ncfco puTrua Software furnished 6 6(1L n request. 10.For basic corawdoroplate design values see EBR-1311,ESR-1988(Wok)9.Digits locket*size of tete In Inches. EXPIRES:12/31/21)15 1111111111 i - This design prepared from computer Input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4NR/DDF/Cit-1.00 IC: 2x4 KDDF 814BTR LOAD DURATION INCREASE - 1.15 1-2-1 0) 72 2-5-(Q) 0 BC: 2x4 KDDF 814810 SPACED 24.0" O.C. 2-3-(-249) 222 3-4-( -91) 37 TC LATERAL SUPPORT <- 12"0C. UON. LOADING 1 BC LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)+0L( 7.0) ON TOP CHORD - 32.0 PSF DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX NORZ 8RG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD - 42.0 PEE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. :(SPECIES) 0'- 0.0" -24/ 378V -88/ 238H 5.50" 0.60 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF 1 625) 5'- 11.2" -223/ 356V 0/ OH 1.50" 0.46 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -13/ 3V 0/ OH 1.50" 0.00 ((PDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ) BOTTOM CHORD CHECKED FOR 1oPSF LIVE LOAD. TOP (COND. 2: Design checked for net)-5 psf) uplift at 24 "Do spec nod AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL - -0.002" 0 -1'- 0.0" Allowed,= 0.100" -1 MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed 0.133' MAX TC PANEL LL DEFL - 0.095" 0 2'- 11.8" Allowed S, 0.481" I MAX TC PANEL TL DEFL - -0.077" @ 3'- 2.4" Allowed" 0.722" MAX HORIZ. LL DEFL - -0.003" @ 5'- 11.2" MAX HORIZ. TL DEFL - -0.003" @ 7'- 10.9" 12 • NOTE: Design assumes moisture content does 10.00 7 not to exceed 194 at time of manufacture, 01 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-22.5ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, c::, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS)Dir), i load duration factor-1.6, i o Truss designed for wind loads ri in the plane of the truss only. i 1 rn ► 5►+ •y I 0 M-3x4 } y Y L. 1-00 6-00 1-11-11 (PROVIDE FULL BEARING)Jts:2,5,3,41 O. PR:ap. JOB NAME : 5019-D POLYGON - BJ4 Scale: 0.4119 '(`.9,:- v ape WARNINGS: GENERAL NOTES,unless otherwise noted: �� %X1121 C ! #'�' I.Baader and erection contractor should be advised of ell General Notes 1.This design Is based only upon the parameters shown and Is for an IndMdue) !92•IPG f 1- Truss: Truss: BJ4 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.Additions'temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES, BY: MJ2'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 sheathe such as gg ng plct05 a sheathing a crwn.dryvreg(eC). • DATE: 11/26/2014 the ovens structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where Chown•. `� .� � i � 4.No bad should be applied to any component unit aRer a0 bruins and 4.installation of tnrss is the rsaponaiGtay of respective contractor. 'p OREGON �, f1l . SEQ. : 612 6 0 5 6 fasteners are complete and at no time should any loads greater than 5.Design assumes Wares are lobe used Ina non-Corrosive environment, /r �9 �: design bads be appged to spry component. end are for"dry condition'of use. /Q' 'II' .�4 2b -k.. TRANS I D: 413 216 5.CompuTroa has no control over and assumes no responslbnny for the e.Design assumes full hien'bearing et sit supports shown.Shim or wedge U fabrication,handling,shipment end Installation of components. necessary. 7.Design assumes adequate drainage Is provided. ti Ai 0- 0.This design Is furnished males;to Ute Imitations set forth by 8.plates shall ha located on both feces Mimes,and placed so their center 'H M 'UIrIl TPVJICA In SCSI,copies ofAukh Wig be furnished upon request, MITek USA,Inc ICompuTrus Software 7.6.6(1L)-E lines coincide With)ofcenterlines. B.DIga9 indicate size Ofp plate In inches.. 10,For baste connector pule design values see ESR-1311.ESR-1988 OdiTep EXPIRES:12/31/2015 11111111!{ This design prepared from computer )input by !I Ii PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4HR/DDF/Cq-1.00 IC: 2x4 ROOF Ol6BTR LOAD DURATION INCREASE - 1.15 1-2-( 0) 72 2-5"(0) 0 • BC: 2x4 KDDF 616BTR SPACED 24.0" O.C. 2-3-(-336) 303 3-4-(-109) 56 TC LATERAL SUPPORT <- 12"0C. UON. LOADING BC LATERAL SUPPORT C. 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF ' DL ON BOTTOM CHORD - 10,0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 375V -111/ 296H 5.50" 0.60 KDDF ( 625) • LL - 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -261/ 392V 0/ OH 1.50" 0.50 KDDF ( 625) • LIMITED STORAGE DOES NOT APPLY DUE TO TAE SPATIAL 9'- 11.7" -63/ 93V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL - -0,002" 8 -I'- 0.0" Allowed- 0.100" MAX TL CREEP DEFL - -0.003" 0 -1'- 0.0" Allowed n 0.133" MAX TC PANEL LL DEFL - 0.064" 0 3'- 4.9" Allowed`• 0.481" MAX TC PANEL TL DEFL - -0.072" 0 3'- 2.4" Allowed.- 0.722" r ' MAX HORIZ. LL DEFL- -0,005" 0 9'- 10.5" MAX HORIZ. TL DEFL - -0.00S" 8 9'- 10.9" NOTE: Design assumes moisture concent does not to exceed 199 at time of manufacture. 12 Design conforms to main windforce-reslstirg 10,00 7 system and components and cladding criteria. Wind: 140 mph, h-23.4ft, TCDL-4.2,BCDL-6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, Mt:FRS(Dir), . o load duration factor-1.6, I Truss designed for wind loads ) o in the plane of the truss only. I 00 t 1 ( 1 1 t N • .r'- • Oj -/ w o M-3x4 1 1 1 1 1-00 6-00 3-11-11 • PROVIDE FULL BEARING;Jts:3,5,3,4I .PR0, JOB NAME : 5019-D POLYGON - BJ5 Scale; 0.3515 '<c•- t INy*�] F ,io WARNINGS: GENERAL NOTES,unless otherwise noted: 192...p!.'G7( '. 9 1.Builder and erection contractor should be advised of all°giant Notes 1.This design Is based only upon the parameters shown end is for an Indhldual - �. r Truss: BJ5 and Wamhrgs before construction commences. building componef4.Applicability of design parameters end proper 2.2:04 compression web bracing must be Installed where shown*. Incorporation of component Is the responsibility of the building designer. j/ 3.Additional temporary bracingto Insure stab/ dud construction 2•Design assumes the top and bottom chords to be laterally braced at DES. BY: MJp ry2'o.c.and at 10'0,0.respectively unless braced throughcultheb l by !- M the responsibility of the erector.Addfuonal permanent bracing M continuous sheathing such as plywood shealhtng(TC)and/or drywall C), DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown ea - tt 11 4.No load should be applied to any component until after ail bracing and 4,installation of truss is the responsibility of the respective contractor. 'y . QREGON {(f S E�. 612 6 0 5 7 fasteners are complete and at no ems should any loads greater then S.Design assumes trusses are to be used in a noncorrosive err*onmen6 ?^/.!�1�_Y aa�- fi TRANS ID: 413 216 design beds be applied to any conponeM, end ague for"dry full b i of use. pg �. 14 2 P'}- • 5.Compares hes no control over end assumes no responsibility for the 6.Design assumes fug beano at NI supports shown,Shim orwedge if � necessary. fabrication,handling,shipment and installation of components. 7.Design mums*adequate drainage Is provided. 'MEA R 1 t\ 8.This design Is furnished suited to the OmilsHons set forth by H.Plates shall be located on both faces of truss,end placed so their center 111111111111 III l 111111 VIII Illi11111111 (VHTPIANMA Te SAin SCSI,SCJCo copies of which will be furnished upon request anatomies watt Joint gorier lines. e.Digits Indicate size of plate In Inches. mpuTtue Software 7.6.6(1 l)E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2915 �I�I III111�I) This design prepared from computer input by PACIFIC LUMBER-BC j LUMBER SPECIFICATIONS 40-00-00 STUB HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cq-1.00 TC: 2x4 KDDF 116BTR; LOAD DURATION INCREASE ' 1.15 (Non-Rep) 1- 2=( 0) 64 2-11-(-1842) 5290 3-11-( -142) 354 10-15"(-3922( 1364 2x6 KDDF 8160TR T2, T3 2- 3-(-6104) 2080 11-12-(-2906) 7344 11- 4-( -360) 1548 BC: 2z6 ROOF N16BTR LOADING 3- 4-(-6046) 2122 12-13-1-2916) 7186 11- 6=(-23301 1236 WEBS: 2x4 KDDF STAND; LL - 25 PSF Ground Snow (Pg) 4- 5-( 0) 0 13-14-(-2180) 5262 6-12-) 0) 376 2x6 KDDF 82 A TC UNIT LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 10'- 0.0" V 4- 6'(-5374) 1936 14-15-) -78) 146 12- 7"( 0) 340 TC UNIF LL( 2.00.0)+DL( 28.0)- 128.0 PLF 10'- 0,0" TO 38'- 0.0" V 6- 7-1-7426). 2884 7-13"1-1578) 796 TC LATERAL SUPPORT <- 12"0C. DON. TO UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 38'- 0.0" TO 40'- 0.0" V 7- 8-(-6040) 2392 13- 8-( -346) 1670 BC LATERAL SUPPORT <- 12'OC. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 40'- 0.0" V 8- 9-(-1166) 482 8-14-1-48181 2056 ' 9-10-1-1442) 566 9-14-( -104) 314 TO CONC LL( 416.7)+DL( 116.7)- 533.3 LBS 6 10'- 0.0" • 14-10-1-1124) 3200 t NOTE: 2x4BRACING-AT 24"00 VON. FOR TC CONC LL( 416.7)+DL( 116,7)= 533.3 LBS 8 38'- 0.0" ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA ........................................ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE 50.IN. '(SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1053/ 3436V -93/ 1788 5.50" 5.50 KDDF ( 625) OVERHANGS: 20.0" 0.0" 40'- 0.0" -1477/ 3777V 0/ OH 5.50" 6.04 KIPP ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 1 2 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ONO. : 'es gn c ec e. or net)- ps up a t at • or'spacing. Join together 2 ply with 3"x.131 DIA GUN nails staggered at: VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/160 -'-- 9" oc in 1 rowlsl throughout 2x4 top chords, MAX LL DEFL - 0.005" 8 -1'- 8.0" Allowed 0.167" 9" oc in 2 rowis) throughout 2x6 top chords, MAX TL CREEP DEFL- -0.005" @ -1'- 0.0" Allowed m 0.222" 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL - 0.206" @ 19'- 0.6", Allowed ' 1,954" 9" oc in 1 row(s) throughout 2x4 webs, MAX TL CREEP DEFL - -0.398" 8 19'- 0.6" Allowed- 2.606" 9" oc in 2 rows) throughout 2x6 webs. '• For hanger specs. - See approved plans MAX HORIZ. TL DEFL = 0.097" 8 39'- 9.2" NOTE: Design assumes moisture content does not to exceed 191 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 9-11-11 28-00-10 1-11-11 Wind: 140 mph, h-21.7Et, TCDL-4,2,BCDL-6,0, ASCE�7-10, (All Heights), Enclosed, Cat.2, Exp.B, MRFRS(Dir), 5-01-04 4-04 0-0607 6-08-01 7-02-08 7-02-08 6-11-08 1"11-1� load duration factor-1.6, 1 1- ( ( ( Truss designed for wind loads In the plane of the truss only. 9-10-12 1' 1'533.308 +533.30f2 12 6.00(7" M-7x8(S) M-4x6 5 M-3x4 045" M-9x8 M-4x6N 10.00 6 T Y _ '2'3:.,. M-4x8 M-1.5x3 0°\ / -r t + r1 MA m Ci � e0 e0 ' o M-3x8 14-3x8 1.25" 0,25 M-6x8 + M-7x8(5) M-7x8(S) M-1,5x4 Y Y Y Y Y Y Y 9-03-08 9-09-02 9-07-06 9-09-02 1-06-15 • 1-08 40-00 JOB NAME : 5019-D POLYGON - Cl '\Q,,o PR,I Scale: 0.1594 �J N��N WARNIf4OS: GENERAL NOTES,unless otherwie noted: n1.Bulder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and la for en Individualc 9G41 Truss: Cl and Warnings before construction commences. building component,Appikabiitty of design parameters and proper 2,204 compression web bracing must be installed where drown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Mune stability during 0construction2.Design assumes the top and bottom chords to be laterally braced at .. ' DES. BY: MJ 2'o.c.and el lO'o,o,respectively unless braced throughout their length by la the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheething(rc)e»dlor*mem). ' .' •' DATE: 11/26/2014 the°verstl structure A the t sponaiblsty of the building designer. 3.2x impact hddging or lateral bracing required where shown++ h S En • 612 6 0 5 9 4.No load should be applied to any component milli after all bracing and 4.Instelatlon of trues Is the responsibility of the respective contractor, •yf OREGON f(( lE• fasteners ens complete and at no time should any loads greater than 6.Datign assumes trusses are to be used Ina norsaaoslvn envtronmem, �•• '+T design loads be applied to any component. end ere for'dry condition'of use. <) 'Q.Y 1 a ?�0 TRANS 1 D: 413216 8,Design assumes tail bearing at at supports shown,Shim or wedge is 5.compuTnre has no control over and assumes no responsib6lty for the ry. :�I. �R 4 fabrication,handling,shipment and Installation of components. Designsemm ass adequates provided. •17 ) 6.This design N furnished subject to the Amllahons set tont by 8.Plates shall bee loomed on both faces a t1 rvuaend placed so their canter IIIIIIIIISIIIIIIIIIII III I0 111IMIT USA,A tSCSI,copies of which wit be furnished upon lnc.fCompulrunSoftware 7,6,8(I(,Krequest lines coincide yeth joint center lines. 10.F askplate connectordesignvaluesseeESR-1311,ESR•te88(MITep B.Digits Indicate size of plata In inches, EXPIRES:12/31/2015 11111IIIIIIll This design prepared from computer input by 16 fl Il PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4NR/DDF/Cq=1.00 ��, TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE - 1.15 1- 2-( 0) 84 2-11=1-1168) 2607 11- 3-) 0) 261 15-10•4 -363) 1164 BC: 2x4 )(ODE 81EBTR SPACED 24,0" 0.C. 2- 3•(-3054) 1164 11-12•(-1170) 2604 3-12=( -447) 338 10-16•(-1;654) 681 WEBS: 2x4 KDOP STAND; 3- 4•(-2557) 1052 12-13•( -963) 2560 12- 4"( -200) 761 2x6 KDDF 82 A LOADING 4- 5-( 0) 0 13-14•( -885) 2430 12- 6.) -592) 205 LL( 25.0)+DL( 7.0) ON TOP CHORD- 32.0 PSF 4- 6•(-2200) 1023 14-15.4 -682) 1880 6-13.) -42) 158 • TC LATERAL SUPPORT Q. 12"OC. UON. DL ON BOTTOM CHORD- 10.0 PSE 6- 7•(-2541) 1068 15-16=1 -59) 76 13- 7-1 -63) 271 BC LATERAL SUPPORT <- 12"0C. UON. TOTAL LOAD- 42,0 PSF 7- 8.4-2090) 881 7-14•1 -638) 297 8- 9•) -849) 479 14- 8•( -165) 619 ..=............. LL= 25 PSF Ground Snow (Pg) 9-10-(-1129) 485 8-15•(-1540) 560 NOTE: 2x4 BRACING AT 24"0C UON. FOR 9-15•4 -82) 434 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX BORE BRG REQUIREL 8RG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. .(SPECIES) OVERHANGS: 20.0" 0.0" 0'- 0.0" -283/ 1886V -132/ 227H 5.50" 3.02 RODE ( 625) •• 40'- 0.0" -205/ 1670V 0/ OH 5.50" 2.67 KDDF ( 625) "" For hanger specs. - See approved plans COND. : Des gn checked for net(-5 ps ) up if at oc sEacing. VERTICAL DEFLECTION LIMITS: LL•L/240, TL-L1183 MAX LL DEFL - 0.022" 0 -1'- 8.0" Allowed= 0,167" MAX TL CREEP DEFL - -0.021" 6 -1'- 8.0" Allowed - 0.222" MAX LL DEFL • 0.174" 0 18'- 9.0" Allowed= 1.954" MAX TL CREEP DEFL - -0.326" 6 18'- 9.0" Allowed - 2.606" MAX HORIZ. LL DEFL - -0.070" 0 39'- 9.2" MAX HORIZ. TL DEFL • 0.109" 4 39'- 9.2" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting 13-03-11 22-08-10 3-11-11 system and components and cladding criteris. 1 T T 1! Hind: 140 mph, h-22.5ft, TC -4.2,BCDL=6.0, ASCII,7-10, 6-10 6-01-04 0-04-07 5-05-04 5-09-11 5-09-11 5-07-15 3-11-11 DL(All Heights), Enclosed, Cat.2, Exp,B, MRIRS(Dir), 4 14 '1 T ( load duration factor•1.6, 13-02-12 Truss designed for wind loads 1' f in the plane of the truss only. • 12 M-4x6 M-5x6(S) M-4x612 6.00 C7 5 M-33x4 0.25TM M-33x5 • Q 10.00 14-5x6(5) Jr 0.25" a1-3x5 i 0 vt +. + • en A w ra O 1 ra B Y o /M-3x8 M-1 5x3 4.25" M-3x4 0.25' M-3x8 6 *e M-5x8(S) M-5x6(5) M-1.5x3 J• 1 1 1 1 1 1 6-08-04 6-01-04 7-10-11 7-08-15 7-10-11 3-08-02 1 y 1 1-08 40-00 JOB NAME : 5019-D POLYGON -- C2 <(- °PNop.. Scale: 0.1596C3 N Q. WARNINGS: GENERAL NOTES,unless otherwise noted: �_ E 1.Bander and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual l •In . { Truss: C2 and Warnings baron construction commences. building conwoneni.Apppcab88y ofdealgn parameters and proper 2.VA compression web bracing must be Installed when shown+. Incorporation of component Is the responsibi8(y of the building designer. 3.Additional temporary bracing to Insure stability during Construction 2•Design assumes the lop and bottom chords to be laterally braced et DES. BY: MJ 2'o.c,and al 10'o.0.reepectNely unless braced threughdol thele to by Ls the responsibility of line erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end(or dtywag ). Q. DATE: 11/26/2014 the overall slrucIure is the reapunulbility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ - 4.No load should be applied to any component until alter all bracing and 4.Installation of truss Is rhe responsibility of the respective contractor. 'F OREGON 44/ S EQ. : '6126060 fasteners on complete and et no lime should any bads greater than 5.Design assumes busses are o be used In a non•corrosha environment �� �J9 tt� '� design loess be applied to any component. and aro for"dry condulon'of use. 4 ), 1..o .^�- TRANS I p 413 216e.Design assumes full hewing at all supports shown.Shim or wedge if • 5.CampuTms bus no control over and assumes no responsibility for the accessary. �y IebrtCatlen,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. r'f R 1�1^ e.Tile design Is furnised subject le ate IlMtations set form by 8.Plates shall be located pon both feces of truss,and placed so their center e with Mint canter lines. 11111 1p�1 IMI 1� 111111101 I��00 I�tl M(TTe USA MA In SCSI, CompuTrus Software 7.6.8(114-E copies of which*II be furnished request. ,0.Fo b sicRoes connector plate design values sea EaR-1311,ESR•15e8(Weft) •• EXPIRES:12/31/2015 • III 11IIThis design prepared from computer !input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 3 IC; 2x4 KDDF H1aBTR LOAD DURATION INCREASE - 1.15 1- 2-( 0) 84 2-12-1-1326) 2620 12- 3-) 0) 261 11-17-(11654) 832 BC: 2x4 KDDF 116BTR SPACED 24.0" O,C, 2- 3 (-3054) 1398 12-13.1-1327) 2617 3-13-( -447) 278 ' WEBS: 2x4 KDDF STAND; 3- 4-(-2557) 1317 13-14-1-1226) 2589 13- 4•( -215) 759 2x6 KDDF /2 A LOADING 4- 5.( 0) 0 14-15.(-1076) 2446 13- 6-) -594) 238 LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 4- 6-(-2200) 1232 15-16") -838) 1885 6-14-( -42) 238 TC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7-(-2552) 1307 16-17-( -64) 76 14- 7-( -154) 288 BC LATERAL SUPPORT <• 12"0C. UON. TOTAL LOAD - 42.0 PSF 7- 8-(-2090) 1048 7-15-) -638) 344 • 8-10-( -854) 559 15- 8-( -207) 832 - - m" LL - 25 PSF Ground Snow (Pg) 9-10•) 0) 0 8-16•(-1551) 667 NOTE: 234BRACINGATs 24"OCUON."FOR 10-11-(-1129) 596 10-16•) -51) 445 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16-11•) -478) 1164 • --s•-----"-----.-....-----..__-•.... LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. . THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BAG REQUIRECBRG AREA OVERHANGS: 20.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. °(SPECIES) 0'- 0.0" -374/ 1886V -132/ 228H 5.50" 3.02 KEW ( 625)For hanger specs. - See approved plans 40'- 0.0" -314/ 1670V 0/ OH 5.50" 2.67 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL-L/240, TL'L/163 • MAX LL DEFL - 0.022" 8 -1'- 8.0" Allowed- 0.167" MAX IL CREEP DEFL " -0.021" 0 -1'- 8.0" Allowed i. 0.222" MAX LL DEFL - 0.211" 8 13'- 2.7" Allowed- 1.954" MAX TL CREEP DEFL - -0.326" 0 18'- 9.0" Allowed r 2,606" MAX HORIZ. LL DEFL - -0.079" 8 39'- 9.2.r MAX HORIL. TL DEFL - 0.110" 8 39'- 9.2;' NOTE: Design assumes moisture content does not to exceed 198 at time of me mlecture. 16-07-11 17-04-10 5-11-11 Design conforms to main windforce-resisting f f system and components and cladding criteria. 6-10 6-01-04 3-08-07 2-01-04 5-09-11 5-09-11 3-07-15 2-01-13 3-09-14 f f f f f f f f f f Hind: 140 mph, h-23.4ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 13-02-12 SUPPORT TOP CHORD AT .71'.5 4_00 (All Heights), Enclosed, Cat,2, Exp,B, M1�PRS(Dir), load duration factor-1,6, f f 5 9 f f Truss designed for wind loads 12 M-5x6(5) 12 in the plane of the truss only. j 6.00 p M-4x6 M-4x6 6 0y 25" M-33 x5 Q 10.00 M-3x9 0 M-5x6(5) y ' 0.25" \/\/ au -F 4- -� r1 M /iM-3x5 cio m o 1 I M o /M-3x8 M-1+5X3 14.25" M-3X9 0.25-- M-3x8 *� M-5x8(S) M-5x6(S) M-1.5x3 1 / / / / / / 1 1 6-08-04 6-01-04 7-10-11 7-08-15 7-10-11 3-08-02 y 1-08 40-00 ) Q.pRQFF JOB NAME •. 5019-D POLYGON - C3 Scale: 0.1556 �5 �sG,1/7N diad WARNINGS: GENERAL NOTES,unless otherwise noted: 92 t-CC C 1.Balder and erection contractor should be advised of an General Notes 1,Thu design h based only upon the parameters shown and is for an IndNWual P Truss: C 3 and Warnings before construction commences. building component Applicability of design porarreleln and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building desigpner. / ' 3;Additional to bracing y 2.Design oaumes the lopand bottom chords to be laterallybraced at temporary to Insure stability dining construction DES. BY: MI2'0.4.andattothin such espy burned throughout M is Me reapons@H1y of the erecta;.Addplonal permanent bracing of conllnuous sheathing such es plywood shasthlrrg(yC)snarler dryaaN(BC), DATE: 11/26/2014 the overall structure Is the responsibility 011ie building designer. 3.2x impact bridging or lateral bracing required where shown++ n�t Q 4.No load should be applied to any component until after an tracing end 4.Installation oilman Is the responsibility of the respective contractor. 'g V REGON �' SEQ.. 6126061 fasteners are complete and at no time should arty bads greaser then 5.Design assumes trusses are to be used In a non-corrosive environment �9 \ A, design loads be emptied to any component. snd aro for"dry condition"of use. �J.1-.'Q.y .�4 9,(3.6-'^E.. TRANS I 413 216 s.Co puTrus has no control over and assumes no responsibility for the 6.necessary nee rill Deanna at ail supports shown.Shim or wedge 11 v L p fnlldoatton,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. •�!�.r7 R tl„�" 8.This design Is furnished subject to the Imitations set forth by O.Plates shall be located on both faces of truss,and placed so that,center ch ME be upon incide welt int center IIIIII i 1131011111 110110111111 M)Tek USA IIICCA In S1,copies of/CO pOTfO81SOHViare 7.8.8(1 L)E request. 10.For baOnes assic connectorop fate design values see ESR-1311,ESR-1968(MRek) ' s. 4.Digits Indicate size of plate In Inches. EXPIRES:12/31/2015 IIIfINN This design prepared front computer 5lnput by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq'1.20 TC: 2x4 XDDF R16BTR LOAD DURATION INCREASE - 1.15 1- 2-(-2974) 1263 I- 8'( -998) 2604 2- 8-(-294) 1359 BC; 2x4 XDDF (118BTR SPACED 24.0" 0.C, 2- 3'1-2696) 1189 8- 9-1 -731) 2179 8- 3=(-1351 :544 WEBS: 2s4 KDDF STAND 3- 4-1-1906) 971 9-10-1 -725) 2133 3- 9-(-784) 485 LOADING 4- 5-(-1906) 971 10-7'(-1003) 2535 9- 4-(-549) 1:280 IC LATERAL SUPPORT <' 12'OC. 0011. LL( 25.01+81( 7.0) ON TOP CHORD - 32.0 PSI 5- 6•(-2696) 1189 9- 5.(^784) 485 BC LATERAL SUPPORT C. 12"0C. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7'(-2974) 1263 5-10'(-135) '545 • TOTAL LOAD ' 42.0 PSF 10- 6'(-294) 359 ** For hanger specs. - See approved plans L1 - 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BBS AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. ',(SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0' -243/ 1680V -217/ 211H 5.50" 2.69 Kw ( 625) LOVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 40'- 0.0" -243/ 1680V 0/ OH 5.50" 2.69 ((EDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSI. r COND. Des gn c ec.e. or no - psf) up 1 t at 4 ori spacing. ' VERTICAL DEFLECTION LIMITS: LL'L/240, TL'L/10 MAX LL DEFL • 0.177" 0 20'- 0.0" Allowed(' 1.954" MAX TL CREEP DEFI. • -0.324" 0 20'- 0.0" Allowed,- 2.606" { MAX HORIZ. LL DEFL - 0.070" 0 39'- 6.5" MAX HORIZ. TL DEFL ' 0.116" 0 39'- 6.5" NOTE: Design assumes moisture content does not to exceed 19% at time of manr(facture. Design conforms to main windforce-resisting 20-00 20-00 system and components and cladding criteria. T 1 6-10-14 6-05-22 6-07-07 6-07-07 6-05-I1 5^20-14 Wind: 140 mph+ h'24.2ft, TCDL•4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MMFRS)Dir), T ( T load duration factor-1.6, t 12 12 Truss designed for wind loads 6.00{7 M-4x6 6.OD in the plane of the truss only. 4.0" 4 ,rr M-5x6(5) 44-5x6(S) o000 3.14.4% t 0.25" 0.25" i' i. V rV I M-1.5x3 +I + Illipop 6-1.5x3 i 2 + i 1 rn m • ** 8 25" M-3X9 M^3x8 4' 10 * o o M-3x8 M-3x4 M-5x8(S) 1 J b 10-02-09 y 9-09-07 y 9-09-07 10-02-09 • J. 40-00 ir JOB NAME : 5019-D POLYGON - C4 S70-,,&el� ���A�``S✓ Scale: 0.1605 7! !ry+ 40 WARNINGS: WARNINGS: GENERAL NOTES,unless otherwise noted: 'p�n' 1 ' 9 Truss: r� 1.Builder and erection contractor should be advised of all General Notes 1.Thee design Is based only upon the parameters shown and Is for an lndMdual tk' 7G ser o p E A ru s 5: C4 and Warnings before construction commences, building component.Applicability of design parameters and proper /: F 2.2x4 compression web bracing must be installed where shown-P. incorporation of component Is the responsibility of the building designer. jo . 3.Additional temporary bracing to Insure stability during constnrc9an 2.Design assumes the lop and bottom chards to be latently braced a[ DES. BY: MJ Is the response:Sly of the erector.Additional permanent bracing or 2'o.n,and al 1P o.5.respectively unless braced throughout thelrtenglh by cominuous sheathhtg such as plywood sheathing(TO)and/or drywa8(RC). Cr DATE: 11/26/2014 the overall structure Is the responsibility of me bdldhrg designer. 3.2x Impact bridging or lateral bracing required where shoran++ tt, 4.No food should be appeed to any component unlit after at bracing and 4.Installation of tures b the responsibility of the respective contractor. -'9 OREGdN� . 4/ SEQ. : 6126062 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be toed in a rton.ccrostva environment, „4 Y 24 TRANS 1 D: 413 216 design bads be applied to any component, and ere for'dry condOAn•or use. 14 e.Compares hes no control over and assumes no responsibility for the 8.Design assumes hard beefing at agasppods shown.Shim or wedge it 4' necessary. L pn ?ilT`N fabrication.handling,shipment and Installation of components. 7.Design assumes adequate drsinage le provided. L r?A��-\. e.This design is furnished subject to the andtations set forth by 8.Mee shall be located on both feces of buss,and placed so molt center TP11NlFGA h SCSI,wpbs of which will furnished upon request, tines colndde with)Dint anter e. 8.Digits Indicate oke Opiate In Indies. 111111111 1111111111 M?Bk USA,InoiCompuTrua Software i.6.8(1L)-E 10,For basic connector plate design values 00 ESR•1311,ESR-1985(MRel4EXPIRES:12/31/2(16 (IlllllllllllThis design prepared from computer /input by PACIFIC LUMBER-BC 1 LUMBER SPECIFICATIONS 6-00-00 GIRDER SUPPORTING 40-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cgn1.00 TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE - 1.15 (Non-Rep) 1-2-(-1826) 392 1-4-(-326) 1334 4-2-1 -228) 1004 BC: 2x8 RODE 1113BTR 2-3-(-1334) 328 4-5-( -38) 84 4-3-1 -432) 1878 WEBS: 2x4 RODE. STAND; LOADING 3-5-1-1498) 048 2x6 DF SS A LL - 25 PSE.Ground Snow (P9) TC UNIF LL( 50,0)+DLI 14.0)- 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX H0R2 ARS REQUIRED BEG AREA TC LATERAL SUPPORT 24"0C, UON. BC UNIF LL( 475.0)+DL( 343.0)• 818.0 PLF 0'- 0.0" TO 6'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. r(SPECIES) BC LATERAL SUPPORT <- 12"OC. UON. 0'- 0.0" -618/ 2784V -51/ 96H 5.50" 4.45 KCDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" -563/ 2508V 0/ OH 5.50' 4.01 Fox ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. NOTE: 2x4 BRACING AT 24"OC VON. FOR ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc,:spactng.1 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ........................m,.--------'-a AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/18,10 s* For hanger specs. - See approvedplans MAX LL DEFL - -0,007" 8 3'- 5.1" Allowed 0.254" 9 P pP ( 2 ) complete trusses required. MAX TL CREEP DEFL - -0,013" B 3'- 5.1" Allowed I- 0.339" ' Join together 2 ply with 3"x.131 DIA GUN 11nails staggered at: MAX HORIZ. LL DEFL - 0.001" 0 5'- 10.3" 9" oc in 1 row(s) throughout 2x4 top chords, MAX HORIZ. TL DEFL • 0.001" 8 5'- 10.3>' AA6" oc in 2 row(s) throughout 2x8 bottom chords, AA 9" oc in 1 row(s) throughout 2x4 webs. NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture, 3-06-14 2-05-02 Design conforms to main windforce-resisting 1 4 1' system and components and cladding criteria, 12 10.00 7 Wind: 140 mph, h-20.7ft, TCDL-4.2,BCDL-6.0, ASCE(7-10, M-4X6 (All Heights), Enclosed, Cat.2, Exp,B, Mtc_RS(Dir), load duration factor-1.6, 7 M-3x4 Truss designed for wind loads • 3 in the plane of the truss only. r 0I 0 M-5x16 a t Mel a1 m a IF t T1 A- I .. �I -,/ M-4x10 M-3x10 1 y y y 3-05-02 2-06-14 ,1 y 6-00 WEDGE REQUIRED AT HEEL(S). i • JOB NAME : 5019-D POLYGON - C GIRD Scale: 0.4496 gj� N6 N���..‘v QA_ WARNINGS: GENERAL NOTES,unless otherwise noted: %I�Irrrr^ �C• v'9 1.Budder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual '94 �.p G i Truss: C GIRD and Warnings before construction commences. building component.AppRcabee),of design parameters and proper 41111e, .'. f:- 2.2x4 compression web bracing must be Installed where ahowo+, Incorporation of component is the responsibility of the building designer. 3,Adtlfgonal tempore?bracing to Insure stability during construetlen 2.Design assumes the top end bottom chords to be latently braced et DES, BY: NJ is the responsibility of the erector,Additional permanent bracing of 2'd.e.and at 10'0.0. as unless braced throughoutbe their length by DATE: 11/26/2014 the overall structure Is the re wMlnuous sheathing such t racingoe sheathing(TC)where s own tlryweg(BC). responsibility of the buiklIng designer. .3.2x Impact bridging or latent bracing required whore ahavm r+ SEQ. : 6126063 4.No load should be applied to any component until after ad bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON fasteners are complete and at no time should any beds greater than E.Design assumes trusses are to be used m a nort-aorrosNe environment, /. A TRANS I D: 413 216 design bads be applied to any component end are for'dry conctllon•of use. J 4)..- .0. Qr tZQ�; �.. 5.CompuTnn has no control over and assumes no responsibility for the S.Design assumes tall besting at all supports shown.Shim or wedge H 41/ 14R1.0- ` .y Q,. fabntealton,handling,shipmentneoeeeary' 41 R.R i�.,- p and Installation of components. 7.Designs mimes adequate drelnege b provided. 1111111111111111011 This design b furnished subject to the limitationsbelnmt set forth by a•Plates shad be located on both faces*Miss,and placed so their center TPSWFCA In BUM,copies ot which will be furnished upon request ®nes coincide with joint canter linos. M)Tek USA,lnc.lCompuTrus Software 7.6.8(1L)•E 1D.Digits tbasta connecctorplate design values see ESR•1311,ESR-tHNa(h1'ea) EXPIRES:12/31/2615 IIIIIIIIIIIlI This design prepared from computer tinput by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.1" IBC 2012 MAX MEMBER FORCES 4WR/00/Cq-1.00 TC: 2x4 ROOF @14BTR LOAD DURATION INCREASE = 1.15 1-2"( 0) 72 2-6=(0) 0 BC: 2x4 ROOF @L4BTR SPACED 24.0" 0.C. 2-3"(-410) 380 . 3-4-1-190) 138 TC LATERAL SUPPORT <= 12"0C. UON. - LOADING 4-5=( -54) 28 BC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)4DL( 7,0) ON TOP CHORD= 32.0 PSF ' DL ON BOTTOM CHORD" 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD- 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED,BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. ;(SPECIES) LL= 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 376V -134/ 355H 5.50" 0.60 HOOF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 RODE 1 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -2611 380V 0/ OH 1.50" 0.40 KODF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, 9'- 11.2" -136/ 193V 0/ OH 1.50" 0.25 K13DF ( 625) 11'- 11,1" -29/ 47v 0/ OH 1.50" 0,07 KDDF ( 625) BOTTOM CHORD CHECKED FOR LOPS£ LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spec ng.} -,• VERTICAL DEFLECTION LIMITS: LL"L/240, TL=L/1L;0 MAX LL DEFL " -0.002" @ -1'- 0.0" Allowed.= 0.100" MAX IL CREEP DEFL " -0.003" 8 -1'- 0.0" Allowed" 0.133" MAX TC PANEL LL DEFL = 0.067" @ 3'- 4.9" Allowed'. 0,481" MAX TC PANEL TL DEFL --0.075" @ 3'- 2.4" Allowed" 0.722" MAX HORIZ. LL DEFL = -0.007" 8 11'- 10.4' MAX HORIZ. TL DEFL- -0.007" 8 11'- 10.4," NOTE: Design assumes moisture content does not to exceed 191 at time of mancfacture. 12 10.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. 1 .4 Wind: 140 mph, h"24.2ft, TCDL=4.2,BCDL"6.0, ASCF1`7-10, es (All Heights), Enclosed, Cat,2, Exp.B, MbfRS(Dir), load duration factor-1.6, cs Truss designed for wind loads o in the plane of the truss only. s i M ,-1 of Ire . o M-3x4 l )' y y 1-00 6-00 5-11-02 (PROVIDE FULL OEARING(Jts:2,6,3,4,51 JOB NAME : 5019-D POLYGON - CJ10 Scale: 0.3108 No ,9/ ig WABNkiGS: GENERAL.NOTES,unless otherwise noted '9n2..PE 1.Builder and erection contractor should be advised of all General Notes 1.This design b based only upon the parameters shown and is for an Individual C. ' 7 72..r E } �r Truss: C J 10 and Warnings before construoeon commences. building component.App}tabimy of design parameters and proper 2.2x4 compression web bracing must be installed whoresnown 4. Incorporation of component Is the responsibility of the building designer./ 3.Addhlenet temporary bracing to Insure stability Owing construction 2,Design assumes the top end bottom chants to be!Merely bread et DES. BY: MJ Is the responsibility of the erector.AddlUonal permanent bracld of 2'o,n.and at 10'o.c.respectively unless braced throughout their le th by d, , po ryg continuous sheathing snob as plywood shathhig(TC)endlor drywall ). /� DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown 4 4 r. n r I 4.No load should be applied to any component until alter an bracing sod 4.Installation of truss Is the responsibility or the respeaine amraaar. ,f�OREGON i, 4C( . SEQ. : 6126064 fasteners are complete and at no time should any bads greater than I.D9algn assumes busses are to be used hi a noncorrosive environment, '74'! fl'1; TRANS I D: 413 216 design baa be applied to any component. and are far"dry condbearilon"of use. Q: r 1.4 2. ^}- 5.ConpuTrus has no control over and assumes no responsibility rot-the 5.Design assumes Nil bearing at at supports showny. .Shim orwedpe P .,y j pP Tebdoation,handling,shipment and Installation of components. Design Is'/ t?A i�1'r 7.Design lbassumes a as drainage Is provided. r-} a,This design Is furnished subplot to the limitations set forth by B.Plates shell be located�pon both feces of Intoe,and placed so thea center ' 11111111111111111111111111111111111111 M Tek USATPIIINTCA 61r>c rc mp SCSI,copies o(wT a Software 7 8.6(,upon request 1joint center lines. 0.For Wslo Indlinos coincideicate pate digits values sod ESR-/311,ESR-7980(MrreN EXPIRES:12/31/2015 11l�111�1I This design prepared from computer;input by I PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq•1.00 TC: 2x4 KDDF #1BBTR LOAD DURATION INCREASE • 1.15 1-2=( 0) 72 2-5-(G) 0 BC: 2x4 KDDF 0148TR SPACED 24.0" O.C. 2-3-(-333) 305 f. 3-4-(-109) 56 TC LATERAL SUPPORT C. 12"0C. UON. LOADING BC LATERAL SUPPORT <• 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF • DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 2,6" TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 374V -112/ 297H 5.50" 0.60 HOOF ( 625) LL - 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 681 0/ OH 5.50" 0.11 HOF ( 625) 1 5'- 11.2" -263/ 3931 0/ OH 1.50" 0.50 HOOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 0.0" -75/ 100V 0/ OH 1.50" 0.13 KLbi ) 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 pet) uplift at 24 "oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, VERTICAL DEFLECTION LIMITS: LL-1/240, TL-L/10.0 y MAX LL DEFL - -0.002" 8 -1'- 0.0" Allowed L. 0.100" MAX TL CREEP DEFL - -0.003" 8 -1'- 0.0" Allowed 0.133" MAX LL DEFL • 0.000" 0 0'- 0.0" Allowed,. 0.023" MAX TL CREEP DEFL - 0.000" 8 0'- 0.0" Allowed'. 0.031" MAX TC PANEL LL DEFL • 0.064" F 3'- 4.9" Allowed= 0,401" MAX TC PANEL TL DEFL - -0.072" 9 3'- 2.4" Allowed:- 0.722" MAX HORIZ. LL DEFL - -0.005" 4 9'- 11.2" MAX HORIZ. TL DEFL - -0.005" 0 9'- 11.22" 12 NOTE: Design assumes moisture content does 10.00{7 not to exceed 193 at time of manufacture, Design conforms to main windforce-resisting system and components and cladding criteria. i' 0 Wind: 140 mph, h-23.5ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, r, (All Heights), Enclosed, Cat.2, Exp.B, hthkRS(Dir), � ' load duration factor-1.6, co Truss designed for wind loads in the plane of the truss only. i I i t 1 1 1 en 1 c �� o M-3x4 ,i l y y 1-00 6-00 4-02-12 PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME : 5019-D POLYGON - CJ11 scale: 0.3524 �5 �QI7N�r o)Nb7 A�-'`'Si0 WARNINOs: GENERAL NOTES.unleasothemdsenoted: ��+^✓ r, I.Builder end erection contractor should be advised of ell General Notes 1.This design m based only upon the parameters shown and is for an Individual5. 92 P E. Truss: CJI 1 end Warnings Nitre construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown 0. incorporation of component is the responsibrily of the building designer. DES. BY: MJ 3.Addtilonal temporary bracing to Insure stability during construction 2.Design assumes the top and bottom clienla to be laterally braced at is the responsibility of the erector.Additional gem event bracing of 2'continuous and at 18'sheathin g such a ply unless braced throughout dry!wrath by .xkneed ridging ra ler as cing required when s ruwn drywae(B(.). DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x impact b idging or labral bracing rs p bed where shown++ I' 4.No load should be applied to any component until after all bredng and 4.Installation of truss la me reaponsibtay of the respective contractor. 1 i,;,r NrW Q t� '(j% SEQ. : 612 6 0 6 5 fasteners are complete and at no lime should any loads greater mon S.Design assumes trusses are to be used Ina noracorrosive envronment, 4 J•1� Av. i` TRANS T D: 413 216 design Wada be no liedsou to any end.sanl. 8.Derision ans ssumes condition" n bea�htg et al supports shown.Shim or wedge H rs/ y '1 4 2'O 5.Comp and has no control over and assumes no responsiblibi for the necessity. .�}Q` fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. R R I V.V 8.This design is famished sut4ect to the Rmitations set forth by 8.Plates shag be locatedpon both faces of truss.and placed no their center 11111111111 11I �1[i 111111111 II NII Illi MiTeTPIk USA OA lnofCin SCSI.ompuTrus Software 7^6.6(1 L)E es of which wig be fnshed upon rpaeat Jointcenter design values sea ESR-1111.ESR•1 tail(M17alq 9.Digits Indicate size of tate in Inches. 1 s.R basic connector EXPIR&S:12/31/201§ . . IINIIIIID This design prepared from computer :input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DLI/Cg=1.00 TC: 2x9 KDDF 81LBTR LOAD DURATION INCREASE - 1.15 1-2-( 0) 72 2-5-(() 0 BC: 2e4 ROOF 815BTR SPACED 24.0" O.C. 2-3=1-337) 305 3-4-(-109) 56 i TC LATERAL SUPPORT <- 12"0C. UON. LOADING BC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSI' DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIREC} BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD " 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. ((SPECIES) 0'- 0.0" -22/ 374V -111/ 297H 5.50" 0.60 KD,DF 1 625) LL • 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 ROOF ( 625) 5'- 11.2" -262/ 393V 0/ OH 1.50" 0.50 HOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 0.0" -64/ 94V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. . BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP KOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS; LL-L/240, TL•L/180 MAX LL DEFL - -0.002" 6 -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL - -0.003" 6 -1'- 0.0" Allowed'= 0.133" MAX TC PANEL LL DEFL • 0.069" 8 3'- 4.9" Allowed_- 0.481" . MAX TC PANEL TL DEFL - -0.072" 6 3'- 2.4" Allowed -• 0.722" ii MAX HORIZ. LL DEFL - -0.005" 8 9'- 11,2" MAX RORIE. TL DEFL - -0,005" 8 9'- 11.2" NOTE: Design assumes moisture cor.tent does not to exceed 198 at time of manl:facture, 12 Design conforms to main windforce-resisting 10,00 17 system and components and cladding criteria. Wind; 140 mph, h-23.4ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MPiFRS(Dir), il N+ load duration factor-1.6, 1 Truss designed for wind loads to0 in the plane of the truss only. e t an I en f O r ".-� -, f - o • M-3x4 • 1 ,t, ' l • 1-00 6-00 4-00 IpROVIDE FULL BEARING,Jts;2,5,3,4 i JOB NAME : 501.9-D POLYGON - CJ12 Scale: 0.3503 ti`-4 fp � `d, p. a)*N',Cj��.7s.[� i WARNINGS: GENERAL NOTES,unless otherwise notert �_ ,'l,/rsG5i.t f .'1 1.Budder and erection contractor should be advised of all General Metes 1.Thm design is based only upon the parameters shown and Is for an bdMdual 9,G++PE Truss: C J12 end Warnings before construction commences. holding component Applicability of design parameters and proper I 2.2x4 compression web bracing mint be Installed where shown+. Incorporation of component Is the roaponalb8ey of the building designer. 3.Addhbnal temporary bracing to insure stability during construction 2.Design assumes lite top and bottom chords to be laterally braced al DES. BY: MJ2'o.e.end at 10'0.0.respectively unless braced throughout their length by Is the respoefhlAy of the erector.Additional permanent bracing of continuous sheathing such as plywoodsheathing(7C)and/or drywel(8C). -� - . ` DATE: 11/26/2014 the overall structure Is the responsibility of the building designer, 3.2x Impact bridging or lateral bracing required Inhere shown++ n 4.No load should be appted to any component until after ail baring and 4.Instalallon of truss Is the responsibility at the respective contractor. co ')7//. OREGON SEQ. : 6126066 fasteners are complete en al no time should any toads greeter than 5.Design assumes busses are to be used b a noncorrosive environment Y �tY aesign Wade be applied to an component, and are for-dry condition"of use. TRANS I D: 41321 6y p a.Design assumes tIm bearing at all300pons shown.Shim orwed9e if '�6••�4jr 14. 2-r,� 5.compuTnls hits no oomroi over and assumes no responsibility for the necessary. "', L fabtloadon,handling,shipment and installallon of components. 7.Design assumes adequate drainage b provided. .r)r7,{I,.. 0,This design Is furnished subject to the einnations set forth by 8.Plates shall be located on bath faces of buss,and placed so their canter IANTCA In SCSI,moles of which will be furnished upon Ones prequest. Dtgits coincide USA,Inc./CompuT Software 77. .6(1 L)_E with plate n values see ESR1311,ESR-101313(r7e1VIIIIIS VIIVIII I III II EXPIRES:12/31/2615 110E111 This design prepared from computer input by PACIFIC LUMBER-BC I LUMBER SPECIFICATIONS TRUSS SPAN 7'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/DqOF/Cq=1.0D TC: 2x4 RODE 014BTR LOAD DURATION INCREASE = 1.15 1-2-( 0) 72 2-4=(C4 0 BC: 2x4 KOBE 014BTR SPACED 24.0" O.C. 2-3=(-180) 152 1 3. IC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT 14AX HORZ BRG REQUIREC[BEG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. ^(SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD - 42.0 PSF 0'- 0.0" -44/ 477V -88/ 2368 5.50" 0.76 KUDF ( 625) 7'- 8.2" 0/ 181V 0/ OH 5.50" 0.29 KEOF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 10.9" -143/ 231V 0/ OH 1.50" 0.37 ROOF ( 625) BOTTOM CHORD CHECKED FOR A 20 PEE' LIMITED STORAGE !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc`spacing.' LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSI. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/10 -,, MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed:- 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.525" @ 4'- 8.5' Allowed= 0.647" MAX TC PANEL TL DEFL = -0.513" 9 4'- 5.7" Allowed - 0.970" MAX HORIZ. LL DEFL = -0.003" a 7'- 10.2" MAX NORIZ. TL DEFL = -0.003" @ 7'- 10.2;" 12 10.09 p NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resistilig system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL-6.0, ASCE-7-10, .31 (All Heights), Enclosed, Cat.2, Exp.B, MRFRS(Dir), r load duration factor-1.6, 3 Truss designed for wind loads s in the plane of the truss only. t { • r, M vI p O M-3x4 • 1 y J' 1-00 7-10-15 [PROVIDE FULL BEARINGI3ts:2,4,3[ • • JOB NAME : 5019-D POLYGON - CJ13 Scale: 0.4410 g ' 'tJC3 N :§SjO: w �!/Z6/ WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Sunder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is far en Individual . p�. Truss: CJ13 end Warnings before construction commences. building cotnponenL Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the budding esigner. ,'� 3.Addnrenal temporary bracing to Insure stubbly during construction 2.Design assumes the top and bottom dwrds to be laterally braced at DES. BY: MJ is me responsiMpty of the erector.Additional permanent bracing of 2'ex.and at 10.0 0.respectively as ly unless braced throughout their bogus by f',aa► "' e/ continuous sheathing such as plywood ahaedwg(TO)andlerdrywaA O). -d DATE: 11/26/2014 the overall structure Is the resposelGRy of the building designer. 3.2x Impact badging or lateral bracing required where shown++ OREGON CC S E 4.No load should be applied to any component until alter all bracing end 4.Installation of trues Is the reeponalbtay of the respective contractor, vl, �Il,s:uy7 Y y<• . 612 6 7 fasteners are complete and aloe time should COty loads greeterihan I.Design assumes trusses ars to be used In a oes.conostve environment, v 4 \; design bads be applied to any component. and are for"dry condition"of use. 4.Y �0 ^ TRANS I D: 413 216 5,Oempolena hes no control over and assumes no responsibility for the O.Design assumes full bearing at al supports shown Shim er wedge II 4 4• fabrication,handling,shipment end histellation of components, nacossary• :/ �' 9.This design is furnished sued to the limitations set forth by7.Dawn assumes adequate onne drainage It Cruse,provided. R R E., Illilll�l Illi �Illilll I IINlllll lrequest. 8.One5 coincide noMfeessoftruss,andpiapdsoihaircentar ; TPNMCA in SCSI,copies of which wilt be furnished upon ones coincide wRhJolnl center tines. 9.Digits Indicate she of plate In inches I MiTek USA,Ina/CompuTrua Software 7.6.6(11)-E 10,For beak connector pleb/design values see ESR-1311,ESR-19811(MITek) EXPIRES:12/31/2015 i. 11111IIIII 11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cil-1.00 TC: 2x4 KDDF 416BTR LOAD DURATION INCREASE - 1.15 1-2•( 0) 72 2-4=(0,) 0 BC: 2x4 KDDF 016BTR SPACED 24,0" O,C. 2-3•(-136) 114 ) TC LATERAL SUPPORT <• 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32,0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED'BRG AREA DL ON BOTTOM CHORD • 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN, ;(SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 400V -66/ 183H 5.50" 0.64 KDDF ( 625) 5'- 6.2" 0/ 76V 0/ OH 5,50" 0,12 KDDF ( 625) LL= 25 PSF Ground Snow (Pg) 5'- 10.9" -105/ 166V 0/ OH 1,50" 0,27 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spac ng.1 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/18.;0 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL--0.002" 8 -1'- 0.0" Allowed- 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0,003" 0 -1'- 0.0" Allowed- 0.133" -e MAX TC PANEL LL DEFL • 0,155" 4 3'- 6.8" Allowed;= 0,473' MAX TC PANEL TL DEFL - -0.138" @ 3'- 4,4" Allowed.. 0,710" '4 MAX HORIZ. LL DEFL • -0.002" 8 5'- 10.2" 12 ' MAX NORIZ. IL DEFL - -0.002" B 5'- 10. ." 10.00 27 NOTE; Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resistir.:g system and components and cladding criteria. Wind: 140 mph, h-21.7ft, TCDL•4.2,BCDL•6.0, ASCF7-10, ,o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), t load duration factor-1,6, c Truss designed for wind loads i in the plane of the truss only. alF.f rn e r o IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII.'l a _� a►a o 1 M-3x4 Y Y Y 1-00 5-10-15 !PROVIDE FULL BEARINGIJts:2,4,31 JOB NAME : 5019-D POLYGON - CJ14 �' , rv��F�"Si Scale: 0.5052 ,p1 p� WARNING$: GENERAL NOTES,unless otherwise noted: ��r�� tr�L 1.Builder and erection contractor should be advised of ell General Notes 1.This design Is based only upon the parameters shown end Is for en ldMduel !92 4•r G, ; i 1111111111 This design prepared from computer •?.nput by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 1.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cat=1.00 TC: 2x9 KDDF (11HBTR; LOAD DURATION INCREASE - 1.15 (Non-Rep) 1- 2-7 0) 84 2-12-7-1352) 7306 12- 3-) -560) 2784 17-10-(=.-268) 364 2x6 KDDF 816810 T2 SPACED 24.0" O.C. 2- 3-4-8388) 1602 12-13-1-1338) 7236 3-13-(-2236) 546 i BC: 2x4 KDDF 810810; 3- 4-(-6314) 1202 13-14-1-1114) 6228 13- 4-) -389) 2278 2x6 KDDF @14BTR 81 LOADING 4- 5=7 0) 0 14-15-1-1112) 6230 13- 6-1-1140) 838 WEBS: 2x9 KDDF STAND LL) 25.01+0L( 7.0) ON TOP CHORD - 32.0 PSF 4- 6-1-5564) 1084 15-16-) -8221 4004 6-14-) 0) 196 DL ON BOTTOM CHORD= 10.0 PSF 6- 7-(-4618) 1280 16-17-) -824) 3256 6-15-7-2904) 562 TC LATERAL SUPPORT <- 12"0C. OOH. TOTAL LOAD - 42.0 PSE 7- 8-4-3164) 1118 17-11-1-1072) 3606 15- 7-7 -322) 2026 BC LATERAL SUPPORT <= 12"OC. GON. 8- 9=1-3184) 1058 7-16.7-2166) 568 LL - 25 PSF Ground Snow (Pg) 9-10-(-3920) 1252 16- 8-( -716) 2446 ADDL: BC UNIF LL+DL- 50.0 PLF 0'- 0.0" TO 6'- 0.0" V 10-11.1-4196) 1340 16- 9-( -784) 476 ' 14010; 2x4 BRACING AT 24"OC 1108. FOR 9-17=( -122) 526 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL- 2508.0 LBS 8 6'- 1,5" . .................-".................. BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. !{SPECIES) OVERHANGS: 20.0" 0.0" LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -930/ 4616V -229/ 2398 5.50" 7.38 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, 46'- 3.0" -355/ 2273V 0/ OH 5.50" 3,64 K(OF ( 625) .. For hanger specs. - See approved plans • ( 2 ) complete trusses required. Join together 2 ply with 3"x.131 DIA GUN (COND. 2: Design checked for net(-5 psi) uplift at 24 s tic: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 = 0.005' @ -1'- 8.0" Allowed; 0.167" 9" cc in 2 row(s) throughout 2x6 top chords, MAX IL CREEP DEFL - -0.005" 8 -1'- 8.0" Allowed'. 0.222' 9" oc.in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL - 0.174- @ 20'- 8.7" Allowed;• 2.267" # 9" cc in 1 row(s) throughout 2x4 bottom chords, MAX TL CREEP DEFL = -0,517" @ 15'- 7,7" Allowed. 3.022" n/\ 9" oc in I row(s) throughout 2x4 webs, @ HANGER BY OTHERS TO APPLY MAX HORIZ. LL DEFL - -0.054" 8 45'- 9.9:" 0-06-06 CONC. LOAD(S) EQUALLY TO ALL MEMBERS. MAX HORIZ, TL DEFL - 0.127" 8 45'- 9.Y" 9-11-11 5-06-04 10-09-01 20-00 NOTE: Design assumes moisture content does not to exceed 19% at time of manttifacture. 6-03-04 3-02-01 5-09-12 5-02-12 5-02-13 6-06-04 6-06-04 6-11-08 1 1 1 1 1 1 1 1 1 1 Design conforms to main windforce-resistir{g 9-10-12 system and components and cladding criteria. 1 1 Wind: 140 mph, h-24.2ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 12 12 M-4X6 12 (All Heights), Enclosed, Cat.2, Exp.B, M4tiFRS(Dir), 6,00 ti" 6.00 v 4.0" 6.00 load duration factor-1.6, . 8 ,py Truss designed for wind loads • --4444 M-5x6(S) in the plane of the truss only, i ' 14-3x57 3.11/4444%, .......0 • • , .25 .1 0.25 a ) { M-5x6 M-6x10 ( 5 M-3x6 + +f /\1111p.1c4,-1.5x3 7 el \ / t+, . C''', i 1 • M I4 15- T ' 17 110* 1 �I M-3x10 M-3x8 f. 5" M-1,5x3 M-3x5 0.251'" M-3x9 M-3x5 of .1. ♦25088 @�xx12fS) Y , M-5x�e(S)• y l . y 6-01-08 3-03-13 6-02-06 5-01-01 5-06-04 9-05-08 10-06-08 1 1-08 46-03 JOB NAME : 5019-D POLYGON - D1 . .... CPN a��iss,.. Scale: 0.1351 3 OAl I. O WARNINGS: GENERAL NOTES,unless otherwise noted: '��''" ° I.Builder and erection contractor should be advised of a8 General Notes 1.Tills design Is based only upon the parameters shown and Is Inc an Individual 2.��P Truss: D1 and Warnings before construction commences. building component Applicability,of design parameters end properAK 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility or the budding designer. %'� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the p and bottom chords to be laterally braced at ��a� . DES. BY: MJT o.o,and at 10'tie,rospectiveiy unless braced throughout their length by `at= ' :IOW .:,. is the responsibmty ofthe erector.Additional penmanm bracing of continuous sheathingsuch es /" DATE: 11/26/2014 the overall structure Is the responsibility of the bolding designer. 9.2x Impact bridging lateral bracing re tdred where sheathing(TC) y"' ci• 'y OREGON S E 612 6 0 7 0 4.No bad should be applied to any component until after all bracing and 4.Installation of raIs the res nslblley of the respective aontredor. "74:4, �('J I ' 4• • fasteners are Complete and at no Ume should any loads praetor then 5.Design assumes trusses are o be used in anon-oDnoslVe environment, design loads be applied to any component. end are far"dry condition"of use. .'�.y .�4 ^�-. T RAN S I D: 413 216 S.Design e5surnen Oil beadng et ali supports shown.Shim or wedge If /��j fkt� 5.Compu7rue has no control over and assumes no responsibility for the necessary. "' [✓T- febdatbn,handling,shipment and Installation of components. 7,Design assumes adequate drainage Is provided, i 3 F{i[„ 9,This design Is punished subject to the limitations sat forth by a.Plates shall be locatedonboth faces Minns,and placed so their center ide h int I I II RI.II-III110111113 III) MTe�°SA,InciCopuTrunSoftware7.6.6(114 Beal,copies et which win be furnished E request. 10.Forbasiclines °connecctorepplatedesignvaluesseeESR•1311.ESR-198/(MRek) ter lines. ' 9.Digits indicate sire of ate in Inches. EXPIRES:12/31/2015 I111I01111111 This design prepared from computer (input by 4 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE - 1.15 1- 2'1 0) 84 2-12'1-1300) 3100 12- 3=1 0) 473 BC: 2x4 RODE 81OBTR SPACED 24.0" O,C. 2- 3.1-3577) 1483 12-13'1-1302) 3097 3-13-( -411) 1308 WEBS: 2x4 ROOF STAND 3- 4.1-3097) 1389 13-14'1-1248) 3314 13- 4'( -363) )951 • LOADING 4- 5'1 0) 0 14-15'1 -982) 2682 13- 6-1 -951) 433 TC LATERAL SUPPORT <- 12"0C. UON. IL( 25.0)+0L1 7.0) ON TOP CHORD- 32.0 PSF 4- 6-1-2684) 1325 15-16=( -999) 2623 14- 6=(-1290) '713 BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD' 10.0 PSF 6- 7.1-3681) 1802 16-11'1-1230) 3013 14- 7-1 -689) 1378 • TOTAL LOAD - 42.0 PSF 7- 8-(-2425) 1322 7-15=(-1271) 754 8- 9.1-2471) 1251 15- 8'1 -911) 1860 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL - 25 PSF Ground Snow (Pg) 9-10-1-3251) 1458 15- 9-( -775) :477 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11-(-3520) 1522 9-16.1 -133) $46 --4,44-m-914=-------------=-=....-e-same- BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16-10•1 -277) 350 LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012, OVERHANGS: 20.0" 0.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. :(SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -351/ 2138V -230/ 2400 5.50" 3.42 /TM' ( 625) 9 p pp 46'- 3.0" -279/ 1942V 0/ OH 5.50" 3.11 RIO)' 1 625) (C000. 2: Design checked for net(-5 psf) uplift at 24 "oc:spacing,) VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL = 0.022' 8 -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL - -0.021" 8 -1'- 8.0" Allowed- 0.222" MAX LL DEFL - 0.337" 8 18'- 9.9' Allowed:= 2,267" MAX TL CREEP DEFL = -0.592" 0 18'- 9.9' Allowed:- 3.022" MAX HORIZ. LL DEFL - -0.106" 8 95'- 9.$' 0-04-07 MAX HORIZ. IL DEFL = 0.168" 0 45'- 9.5" If 13-03-11 5-06-04 7-05-01 20-00 NOTE: Design assumes moisture content does not to exceed 19% at time of manLfacture. 6-10 6-01-04 t 5-02-12 13-11-03 3-09-07� 6-06-04 6-06-04 6-11-08 1 1 1, 1 f 1' 1' T T Design conforms to main windforce-resistir{g 13-02-12 system and components and cladding criteria. f 1 Wind: 140 mph, h-24.2ft, TCDL-4.2,BCDL-6.0, ASCII 7-10, 12 12 M-4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MAFRS(Dir), 6.00 D 6.00 p4 0" "° 16.00 load duration factor.-1.6, 8 WW Truss designed for wind loads M-5x8(S) in the plane of the truss only. M-3x57 �1 t M-5x6 5 M-5x10 �0:25" I M-5x8{S1 + `` ll0.25+' / +1 \\\Ni .. i o-1.5x3 en en 1a M-3x8 M-1.5x3 .25" M-4x6 0.251' M 13x4 M-3x8 0 M-5x8(S) M-5x8(S) • 1 .1 1 1 1 1 1 1 y 6-08-04 6-01-04 6-00-07 7-05-01 9-10-04 10-01-12 1 1-08 46-03 • JOB NAME : 5019-D POLYGON -- D2 Scale: 0.1356 �y�ti NGJRN� F619 WARNINGS: GENERAL NOTES,unless otherwise noted: O. �'+++�777� 1C 1.Builder and eredfon contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for en Individual 9 ["G. : A-- Truss: Truss: D 2 and Warnings before construction commences. building component.Applicability of design parameters and Wager 2.2u4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. 3,Additional lomporery bracang to Insure stability during consbudion 2.Design assumes the top end bottom chords to be laterally braced at DES. BY: MJ2'ex.and a110'o,n.respectivey unless braced throughout then•length by 'e1ra1 s the reapeeatbidy of the erector.Additional permanent brachia of continuous sheathing such as plywood sheathing(TC)and/or drywall(EIC). • -. . DATE: 11/26/2014 the overall stmts.Is the respon0Mpy of the building designer. 3.2x Impact bridging or labral bracing required where shown-e* 4,No bad should be applied to any component until alter all bracing and 4.Inslehatlon of truss is me responsmiliy of the respective contractor. p OREGON / SEQ. : 6126071 lastaners are complete and et no dm should any loads greater than 5.Design assumes trusses are to be used Ina non-comfsNe environment, J�, 'FTR.1, O+‘ design bads be applied to any component. and aro tar'dry coadHkn"of use, �" TRANS T D: 413 216 5.CoB,Design assumes full bearing at all supports shown.Shim or wedge a 6. 14 rthprTnrs has no control over and assumes no responsibility forme necessary. L p labdcation,handling.shipment and Installation ofeomponRents. 7.Design assumes adequate drainage Is provided. 4'^�' A �.-, e.This design Is furnished sutfect to me nnitations sot forth by 9.Plates shall be located on both(ecce of truss,and placed so their conte' 1111111111111111 SCSI,copies of%Inch will be furnished nresilines coincide with Art antler line&9. of MTeA.lnc/CompuT s Software r 6 6(1L EFskectagei oo baconnor plate desvalues see ESR-1311,ESR•laaa(MITeq EXPIRES:12/31/2015 • . MINI This design prepared from computer`input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4HR/DDF/Cq-).00 TC: 2x4 RDDF 810BTR LOAD DURATION INCREASE - 1.15 1- 2=1 0) 84 2-13•(-1386) 3146 13- 3=1 0) 273 BC: 2x4 ROOF 8168T11 SPACED 24.0" O.C. 2- 3-(-3576) 1692 13-14•(-1388) 3143 3-14-1 -411) 250 HESS: 2x4 ROOF STAND 3- 4=(-3096) 1629 14-15•(-1471) 3364 14- 4-1 4358) 950 LOADING 4- 5-1 0) 0 15-16..6-1133) 2719 14- 6.1 4948) 439 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6-1-2684) 1512 16-17.6-1100) 2621 15- 6-1-1290) 882 BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD- 10.0 PSI 6- 7-1-3680) 2051 17-11-(-1317) 3009 15- 7..6 -'873) 1610 TOTAL LOAD- 42.0 PSF 7- 8..1-2424) 1437 7-16-1-1291) 873 .....................m................. 8- 9=1-2470) 1366 16- 8=(-1;014) 1870 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL - 25 PSF Ground Snow (Pg) 9-10..I-3248) 1541 16- 9..( 1773) 475 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11..1-35161 1586 9-17•1 71) 538 BOTTOM CHORD CHECKED FOR A 20 PSI LIMITED STORAGE 11-12..( D) 84 17-10") -;273) 275 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 20.0" 20.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRE.BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. .(SPECIES) 0'- 0.0" -422/ 2133V -244/ 2441 5.50" 3.41 ROOF 1 625) 46'- 3.0" -384/ 2132V 0/ OH 5.50" 3.41 RDDF ( 625) (COND. 2: Design checked for net(-5 psf) uplift at 24 "oe spacing.) VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/160 MAX LL DEFL - 0.022" 8 -1'- 8.0" Allowed • 0.167" MAX TL CREEP DEFL - -0.021" 8 -1'- 8.0' Allowed;• 0.222" MAX LL DEFL - 0.366" 8 18'- 9.9" Allowed • 2.267" MAX TL CREEP DEFL • -0.591" 8 18'- 9.9" Allowed.® 3.022" MAX LL DEFL - 0.022" 8 47'- 11.0" Allowed= 0.167" MAX TL CREEP DEFL - -0.021" 8 47'- 11.0" Allowed-= 0.222" 16-07-11 2-02-04 7-05-01 20-00 MAX HORI2. LL DEFL - -0.113" 8 45'- 9.1" MAX HORIZ. TL DEFL- 0.168" 8 45'- 9.5;" 6-10 6-01-04 3-08-07' 13-11-03 3-09-07 ' 6-06-04 6-06-04 6-11-08 NOTE: Design assumes moisture content does 1 ( f ' 1' T 1' ( not to exceed 198 at time of manufacture. 13-02-12 1-10-12 . 1' ,f Design conforms to main windforce-resisting 12 12 M-4x6 12 system and components and cladding criteria. 6.00(7 6.00[74 0" 076.00 Kind: 140 mph, h-24.2ft, TCDL-4.2,0CDL-6.0, ASCE 7-10, SUPPORT TOP CHORD AT JT,S 8 .A( (All Heights), Enclosed, Cat.2, Exp.B, HWT118IDir), M-5x8(S) load duration factor-1.6, 5 M-3x57 • !\1 Truss designed for wind loads M-5x6 M-5x10 \ 0,25" in the plane of the truss only. M-5x8(S) �/ / i 0.25".0.00000"°./. .25 / *' M-1.5x3 9 / t T 0°''' M-3x8 3 X4'f IS '�"" 17 11' 240 ' M 1.5x3 �.25" M-4x6 0.25' • M-3x4 M-3x0 o M-5x8(5) M-5x8(5) k 3' 1 k l k k • 6-08-04 6-01-04 6-00-07 7-05-01 9-10-04 10-01-12 • k k k 1' • 1-08 46-03 1-08 JOB NAME : 5019-D POLYGON - D3 sale, 0.1287 �5�` �a6)JPq"O�PSQ`s> INARNINGS: GENERAL NOTES,unless Mhendes noted: ki /// Il l 9 1.Budder-and erection contractor should be advised of alt General Notes 1.This design Is based only upon the parameters shown end Is for an individual •9241•P E c Truss: D 3 end Warnings before canstrucgon commences. building conponent.Applicability of design parameters and pmper 2.Det compression web bracing must be installed whore shown+. Incorporation of component is the responsibility of the building designer. S,AQdiUonal temporary bracing to Insure alabAN ductuli construction 2.Design assumes the lap end bottom chords to be latently bread at DES. BY: MJ pO y2'o.c.and at 10'o.c.respectively unless braced throughout thea length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood eheathhtg(TC)endior drywal(6O). /'- DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or taterel bracing required where shown+v. 4.No load should be applied to any component until sitar all bracing and 4.Inateltatlen or truss Is the reeponalbgily ditto respective contractor. 7 OREGON ,.,;(1.1,F. �V SEQ. : 6126072 fasteners are complete end at no lime should any loads greater than 5.Design assumes trusses are to be used Ina nen.correafve envtmnment, ,., ,O. ON- TRANS I D: 413 216 design loads be applied to any component. and are for"dry condition'el use. gO.' Y 14 P�} ' 5.CompuTNu has no central over end assumes no responsibility for to 6,Design assumes AN bearing at all supports shown.Shim orwed e if nI fabdeagon,handling,shipment end installation of components, nedressery. p •Yl �,�y e.This design Is furnished subject tome Imitations set forth by s.Design be located on a drainage renesiof truss,and placed so their-confer 11114111111111 TPWV(CA in BCSI,copies of whish will be Aardshed upon request. Anes dwith Joint canter lines. 9.ties Indicate sloe of plate In Inches. MiTek USA,bin lCompu7rus Software 7.6.6(1 L)-E 10.for basic connector Male design values see ESR-1311,E-SR-idea Wok) EXPIRES:12/31/2015 • 11IOHl 101This design prepared from computer 'input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4NR/DDF/Cg=4.00 TC: 2x4 KDDF 11168TR LOAD DURATION INCREASE - 1.15 1- 2.4 0) 84 2-14.1-1054) 3146 3-14-(-261) 280 BC: 2x4 ROOF N1XBTR SPACED 24.0" 0.C. 2- 3-1-3510) 1348 14-15-1 -829) 2760 14- 4-(;-77) 512 NEBS: 2x4 RODE' STAND 3- 4=4-3254) 1298 15-16.4 -5821 2276 4-15-f-698) 433 LOADING 4- 5•(-2521) 1139 16-17.4 -883) 2661 15- 5-1-317) 828 TC LATERAL SUPPORT <. 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6-( 0) 0 17-12-(-1127) 3079 15- 7-(1-211) 147 BC LATERAL SUPPORT C. 12"0C. UON. DL ON BOTTOM CHORD - 10.0 PSF 5- 7.1-2177) 1109 7-16.U-197) 140 TOTAL LOAD - 42.0 PSF 7- 9=(-2184) 1109 9-16-t-318) 830 • _-_-•---------------................. 8- 9-) 0) 0 16-10.4r7211 441 NOTE: 2x4 BRACING AT 24•OC UON. FOR LL - 25 PSF Ground Snow (Pg) 9-10-4-2527) 1140 10-17.0-92) 552 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11-4-3297) 1311 17-11•U-307) 301 ..........................-----...... BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12•(-3576) 1368 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13-4 -2) 90 OVERHANGS: 20.0" 18.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT 44AX HORS BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. '(SPECIES) 0'- 0.0" -350/ 2133V -238/ 2398 5.50" 3.41 KDDF i 625) 46'- 3.0" -341/ 2131V 0/ OH 5.50" 3.41 KDDF ( 625) e'D. : 1-s gn c ec e. or net(- ps up sit at 4 oc spacinq. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEF. - 0.022" 8 -1'- 8.0" Allowed'= 0.167" MAX IL CREEP DEFL - -0.021" @ -1'- 8,0" Allowed'= 0.222" MAX LL DEFL - 0.223" @ 23'- 0.5" Allowed; 2,267" MAX TL CREEP DEFL - -0.433" 0 23'- 0.5' Allowed;- 3.022" MAX LL DEFL - -0.016" @ 47'- 9.0" Allowed-. 0.150" MAX TL CREEP DEFL - -0.020" @ 47`- 9.0" Allowed;. 0.200" 0-04-08 0-04-08 ff MAX HORIZ. LL DEFL - 0.096" 0 45'- 9.5" 19-11-11 6-01-10 f' 20-01-11 MAX HORIZ. TL DEFL - 0.158" @ 45'- 94" 6-09-14 6-04-11 6-04-11 f3-00-133-00-13f 6-04-11 6-04-11 6-11-14 - NOTE: Design assumes moisture corftent does ( 1 G iT T TT 1' T f not to exceed 194 at time of manufacture. 12 6.00 p M-4x6 M-3x4 M-4X6 12 6 00 Design conforms to main windforce-resisting 6 7 g system and components and cladding criteria. M-5x8(0) M-5x8(6) Hind: 140 mph, h-24.21t, TCOL-4,2,BCDL-6.0, ASCU 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MCIFRS(Dir), 0,25" 0,25" load duration factor-1.6, Truss designed for wind loads y4 in the plane of the truss only. M-1.5x34/ M-1.5x3 + /* / \ 1 i H y 14 T Ii 0' /M axe M-3x4 . 5" 0.25 )4-3X4 M-3x827 �3 0 M-5x8($) M-5x8(5) . 1 10-00-03 l 9-05-04 ,t- 7-02-01 Y 9-05-04 1 10-02-03 y 1 1-08 46-03 1-06 JOB NAME : 5019-D POLYGON -- D4 (,. PRGFF6,. Scale: 0.1423 .04(1. E� 1S�Q WARNINGS: GENERAL Ncrrts,unless otherwise noted: f l 2 s.I t P E 1.Builder and erection contractor should be advised of all General Notes 1.This design to based only upon the parameters shown and is for en nCr' Ir., . ;.P E of Truss: D4 and Warnings before construction commences. bulidng component Applioabisty of design perimeters and proper , 2.lad 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 lop and bottom chords Is be laterally braced at DES. BY: MJ70.o.and at 10.cc,nspectiwely unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(IC)and/or drywag(4EC). ry, DATE: 11/26/2014 the overall structure la the responsibility of the building designer. 3,2x impact bridging or btera)bracing required where shown•• h 'c. 4.No bed should be applied to any component until ager all bracing and 4.Installation of buss Is the responsttgty of the respective contractor. •y OREGON Gj . SEQ. : 6126073 fasteners ere complete end at no time should any beds greater than 5.Design assumes trusses are to be tined m a rwn.corronlve environment, Gf 21 ,,t. - deaign beds be applied to any component. sari are lor'dry condition'of use. �y_.4j .14 20 " TRANS I D: 413 216 s.Design assumes Writ bearing at all supports shown.Shim or wedge it 5.CompuTrus has no control over and assumes no responsib88y for the necessary. 1*.t�•ssQ` fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. <':r-1 RIO- S.This design Is furnished subject to Ste imitations set forth by &Plates shell be located on both feces of buss,end pieced so their center 7PUy1CA n SCSI,copies of wIR be famished upon request. itzfeIchg.Dis Indicate size oplatnnes. MiTekUSA, nc./Cxn{xTruaSoftware 7.6.6(1L-E 10 For basic connector ptate design valuessee E3R•1311,ESR-lg9a(MiTalg EXPIRES:12/31/2115i1111111111111111111i III 1111 1111161111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil-1.0.0 TC: 2x4 KDDF #1bBTR LOAD DURATION INCREASE - 1.15 1- 2•1 0) 84 2-12•(-1070) 3215 3-12-(-195) 254 BC: 2x4 KODF #148TR SPACED 24.0" O.C, 2- 3-(-3546) 1345 12-13.1 -876) 2906 12- 4-)-127) 406 WEBS: 2x4 KDDF STAND 3- 4"(-3364) 1345 13-14.1 -674) 2481 4-13•(-519) 1305 LOADING 4- 5-(-2826) 1251 14-15.1 -713) 2351 13- 5•(-170) 1717 TC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DLI 7,0) ON TOP CHORD - 32.0 PSF 5- 6•(-2178) 1112 15-16.1 -910) 2725 5-14"(-937) 521 BC LATERAL SUPPORT <- 12"0C. UON. DL ON BOTTOM CHORD = 10,0 PSF 6- 7-(-2178) 1112 16-10.(-1115) 3034 14- 6•(-715) 1620 TOTAL LOAD - 42.0 PSF 7- 8-(-2826) 1251 14- 7-(-937) '521 OVERHANGS: 20.0" 20.0" 8- 9•(-3365) 1345 7-15=(-170) 717 LL - 25 PSF Ground Snow (Pg) 9-10-(-3546) 1345 15- 8-(-519) ;305 10-11•) 0) 84 8-16-(-127) :406 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16- 9-1-195) 253 LIVE LOAD AT LOCATION(S) SPECIFIED 8Y 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" -366/ 2133V -279/ 2798 5.50" 3.41 KD8' ( 625) 46'- 3.0" -366/ 2133V 0/ OH 5.50" 3.41 KDOF ( 625) 'COND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL"L/240, 1L•1,/180 MAX LL DEFL - 0.022" 0 -1'- 8.0" Allowed - 0.167" MAX TL CREEP DEFL - -0.021" 8 -1'- 8.0" Allowed " 0.222" MAX LL DEFL - 0.234" 8 23'- 1.5" Allowed - 2.267" MAX TL CREEP DEFL - -0.443" 0 23'- 1.5" Allowed " 3.022" MAX LL DEFL - 0.022" 0 47'- 11.0" Allowed .. 0,167" MAX TL CREEP DEFL - -0.021" 8 47'- 11,0" Allowed= 0.222" . 23-01-08 23-01-08 MAX HORIZ. LL DEFL :. 0.096" 0 45'- 9.5' MAX HORIZ. TL DEFL - 0.158" 0 45'- 9.1" T 6-00-14 5-07-10 5-07-10 5-09-06 5-09-06 5-07-10 5-07-10 6-00-14 1 NOTE: Design assumes moisture content does '1 '( T -( 1 1 1 T '( not to exceed 199 at time of mant4facture. 12 12 6.00 p M-4x6 076,00 Design conforms to main windforce-resistir,'g 4.0" system and components and cladding criteria. 6 „X Wind: 140 mph, h•25ft, TCDL-4,2,8COL"6,0, ASCE •-10, !" (All Heights), Enclosed, Cat.2, Exp.B, MfFRS(Dir), 3214'414%.4%,„.........p.,,,-.34:44....4.....„.......... .1 load duration factor-1.6, r M-5x6 S M-3x4 7M-3x9 Truss designed for wind loads ( ) M-5x6(S) in the plane of the truss only. 0,25" 0.25" ( +I M-1.5x3 + + M-1.5x3 ; rer ri e" _ .2 .. 9 .. - 1 1 i of /M 3x8 M-3x4 1.25" M-3x8 0.2 M-3x4 M-3x8 0 M-5x6(5) M-5x6(S) b y 8-00 7-06-12 7-06-12 7-06-12 7-06-12 8-00 1-08 46-03 1-08 JOB NAME : 5019-D POLYGON - D5 Scale: 0.1292 5�`�'c'71/25/Pr., taprv�f�Fq 51 waRNINGs: �J.�/2J�l!1 -4 GENERAL NOTES,unless othawlse noted: y� C 1.Builder end erection contndor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for en IndMduel -`^7t2 P G ' Truss: D5 and Warnings before co0aWcBoo commences. building component.Applicability of design parameters end proper 2.2X4 compression web brewing must be installed where shown+. incorporation of component k the responsibiMy of the building designer. /� */'� 3.Additional temporary bracing to Inure stability during construction 2.Design assumes lbw lop end buRom dards to be laterally bussed at // DES. BY: M T r o.o.and at 10'o.o.rospeONey unless braced throughout thou ten tlit by Is me responsibility of the erector.Additional permanent bracing of a( ems!.: •. DATE: 11/26/2014 the overall structure Is the responsibility of the building designer 2x Impact bridsheaging or suer)bs acwoodqured others a evM d ywat(BC). : aPo Y g b 3.2x Ire act bridging the era'bracing required where shovm++ 0 OREGON SEQ. : 6126074 4.No load should be applied to any component until aper all bracing and 4.Installation of buss Is the responsibility of me respective contractor. .Af V REGQ fasteners ore complete and at no time should any loads greeter than 5.Design assumes tresses are to be used M a non•corroslve environment, �Lr. "�' NacDi' '! TRANS I D: 413 216 design loads be applied to any component. and are ler"dry concision'of use. /O .'4)' rLQ 1� 5.CompuT,us hey no control over and assumes no responsibility for the s.Design assumes full bearing et elf supports shown.shim or wedge H .� >� fabrication,handling,ahi necessary. y g pment end installation Clof components. 7.Design assumes adequate drainage Is provided. (� L, II I���I I I�i�I�(�I�I I�� B This design Is furnished subject to theImitationsb set forth by B.Plates shat be located on both feces of Wes,and placed so their center 7PI/W7CA In SCSI,Copies of which WE be furnished upon request, g lines6 s Ordinaal,whir Eke Of plate In Inches. MTFelcUSA Ina/Com Trus Software 7.6.6(1L)E 1R.For basic connector plate design values see ESR-13n1,ESR-19i6(MITek) EXPIRES:12/31/2015 11111111 This design prepared from computer !input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF $14BTR LOAD DURATION INCREASE= 1.15 (Non-Rep) 1- 2-( 0) 84 2-10-( -744) 4623 10- 3=( 0) 315 14- 8-(-7977) 1908 BC: 2x6 KDDF SS; SPACED 24.0" 0.C. 2- 3-) -5331) 924 10-11-) -747) 4620 3-11-( -576) 330 8-15=(-1968) 8550 2x10 KDDF SS B3 3- 40( -4728) 930 11-12-( -630) 4119 11- 4"( -81) 522 WEBS: 2x4 RODE STAND; LOADING 4- 5"( -4050) 897 12-13"( -993) 5652 4-12"( -957) 537 2x10 ROOF 82 A LL( 25.0)+DL( 7.0) ON TOP CHORD- 32.0 PSF 5- 6-( -4050) 900 13-14-(-2142) 10545 12- 5-( -651) 3132 DL ON BOTTOM CHORD - 10.0 PSF 6- 7-( -6507) 1353 14-15-(-3855) 17721 12- 6=(-3159) 774 . TC LATERAL SUPPORT <- 12"OC. UON. TOTAL LOAD - 42.0 PSF 7- 8-7-12108) 2568 15- 9=(-4161) 19065 6-13-( -561) 2940 , BC LATERAL SUPPORT <- 12"0C. UON. 8- 9-7-21543) 4731 13- 7-(-5586( 1317 LL" 25 PSF Ground Snow (Pg) 7-14-(-1065) 5040 OVERHANGS: 20.0" 0.0" ADDL: BC CONC LL+DL=10325.0 LBS 8 42'- 1.5" ' BEARING MAX VERT MAX HOR2 BRG REQUIRED.BOG AREA JT 9: Heel to plate corner - 1.50" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.1N. :(SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -562/ 2973V -264/ 274H 5.50" 4.76 KDDF ( 625) Join together 3 ply with 3"x.131 DIA GUN ( i ) complete trusses required. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 46'- 3.0" -2508/ 11432V 0/ OH 5.50" 18.29 KDDF ( 625) nails staggered at: 4 9" oc in 1 row(s) throughout 2x4 tap chords, (COND. 2; Design checked for net(-5 psf) uplift at 24 "oc spacing.) 9" oc in 2 row(s) throughout 2x6 bottom chords, VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 9" oc in 3 row(s) throughout 2x10 bottom chords, MAX LL DEFL - 0.002" 8 -1'- 8.0" Allowed •' 0.167" Q/ 9" oc in 1 row(s) throughout 2x4 webs, MAX TL CREEP DEFL = -0.002" 8 -1'- 8.0" Allowed - 0.222" N`J� 9" oc in 3 row(s) throughout 2x10 webs. MAX LL DEFL - 0.134" 0 38'- 0.4" Allowed= 2.267" MAX TL CREEP DEFL - -0.411" a 30'- 7.8" Allowed= 3.022" " HANGER BY OTHERS TO APPLY CONC. LOAD(S) EQUALLY TO ALL MEMBERS. PROJECT ENGINEER TO REVIEW AND INSURE MAX HORIZ. LL DEFL - -0.033" 0 45'- 9.5;" THAT CONNECTION TRANSFERS LOAD TO PLY OPPOSITE HANGER. MAX HORIZ. TL DEFL - 0,077" 8 45'- 9.5," 23-01-08 23-01-08 NOTE: Design assumes moisture content does 4 f not to exceed 19% at time of manufacture. 8-03-13 1-04-14 7-04-14 7-02-13 7-04-09 3-11-14 4-06-04 1' 4 T 4 9' '1 { T Design conforms to main windforce-resisting 12 12 system and components and cladding criter_)a. 6.00 " M-4x6 Q 6.00 } 4 0 Wind: 140 mph, h=25ft, TCDL-4.2,BCDL=6.0, ASCE 'x•10, (All Heights), Enclosed, Cat.2, Exp.B, MEE?RS(Dir), 5 load duration factor"1.6, M-5x6{S) Truss designed for wind loads 3.1%%...„....4,....,.... in the plane of the truss only. M-3x440.25" 4 LATERALLY BRACE TO ROOF DIAPHRAGM i 6 + 2X4 WEB BRACE REQUIRED. M-5x6(5) 0.25" +t , M-3x8 - M-5x16 m I.irn�M-4x12 4 I M-3x4 M-1.5x3 M-3x4 M-3x8 M-3x6 0.25 M-5x16 0 y y M-5x6(S) l y M-12�14(5) *103254 **, b 8-02-01 7-03-02 7-08-06 7-06-05 7-04-09 y 4-01-02 9-01-08 •t 18-00-06 20-00 8-02-10 l 1, ). 1-08 46-03 • 466 JOB NAME : 5019-D POLYGON - D5 GIRDER �``�'�� 1N7 Lrr Scale: 0.1309 .y '�. 0i N /0 WARNINGS: GENERAL NOTES,unless otherwise noted: Z(F IIi�fg5/j fL ; .S!' 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 �G����rrr�� Truss: D5 GIRDER and Warnings before construction commences. building component.Applicability of design parameters and proper _ 2.2x4 canpressbn web bracing must be Installed where Shown+. Incorporation of component is the responelblBty of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the!op and bottom chords to be lateral*braced at DES. BY: MJ2'o.a.and in 10'o.c.respecttoely unless braced throughout their length by .!•sear, � • is the responsibgiq•of the erector,Additional permanent bracing of continuous sheathing such as plywood sheath ng(TC)andlor drywanteC). -a ,+.p r-!/+ r,� it DATE: 11/26/2014 the overall structure Is the respomlb&ty oldie buldtng designer. 3.2x Impact bridging or lateral bracing roquhed where shown++ W r1Cya(Q lV 4.Reload should be applied to any conrpenent until after aft breclin and 4.Installation of truss is the responsibility of the respective contractor. .. SEQ. : 612 6 0 7 5 fasteners are samplete end at no lime should any toads greater than 5.Design assumes(ntesea are to be used in a non•ootrosiva environment, ` ''7,9 �r1 TRANS I D: 413 216 design loads be applied to any component, end ere for"dry condlkn"of use. 11>. `Z i�"�' 8.Design assumes Ng bearing at al supports shown.Shim orwedge If Q,t, �[ • 5.CompuTNa has no control over and assumes no responaiDNly for the necessary. `'r' fabrroallon,handling,ahipmonl and InstelYBon of components. 7.Design assumes adequate drekoge Is provided, FPI R} - 8,This design is famished alblect to the Ilnihegons sat farm by 8.Plates shall be located on both faces a If Cuss,end placed so their center 1111111111111111101111103111 7Pak U A,SCSI,copies ofwhkhwill 7.8.8(1 upon request 9.1INOS coincide dlciddo sure(plate Iter nches. M?ekIJSA IncJCompuFruaSofiware7.8.8(tl)E lig.Por bask connector plate design values see ESR-t311,ESR•teaa(dRek) EXPIRES:12/31/2015 • II 11111 IIII This design prepared from computer ;input by j PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 441R/DDF/Cpl-1.00 TC: 284 KDDF 81&BTR LOAD DURATION INCREASE - 1.15 1- 2-7 0) 84 2-11-(-1152) 2892 3-11-(-213) 259 15- 9-( -241) 1016 BC: 2x4 KDDF 818BTR SPACED 24,0" O.C. 2- 3-(-3182) 1220 11-12-( -941) 2567 11- 4-(-133) 421 9-16-(- 905) 905 WEBS: 284 KDDF STAND: 3- 4-(-3015) 1219 12-13-7 -742) 2138 4-12-(-524) 308 16-10-( (-33) 23 286 KDDF 02 A LOADING 4- 5-(-2463) 1106 13-14-7 -619) 1780 12- 5-(-173) 721 1 LL( 25.0)rDL( 7,0) ON TOP CHORD - 32.0 PSF 5- 6-(-1790) 965 14-15-) -478) 1714 5-13.7-939) 522 • TC LATERAL SUPPORT C. 12"0C. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7-(-1795) 979 15-16-7 -375) 741 13- 6-(-595) 1282 . BC LATERAL SUPPORT C. 1.2"0C. DON. TOTAL LOAD - 42.0 PSF 7- 8a(-2068) 993 13- 7-(-516) 358 8- 9-(-1526) 705 7-14-7 0) 196 OVERHANGS: 20.0" 0.0" LL- 25 PSF Ground Snow (Pg) 9-10-7 -34) 55 14- 8-7 -4) 222 • 8-15-(-819) 329 For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED'BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUI4 OF 10 PSF, LOCATIONS REACTIONS REACTIONS SIZE 50.IN. '(SPECIES) 0'- 0.0" -341/ 1960V -253/ 310H 5.50" 3.14 RUDE ( 625) 42'- 0.0" -262/ I764V 0/ OH 5.50" 2.82 KDDF ( 625) CO D. Design checked for net(- pe ) up ift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: 11..-1/240, TL-L/180 MAX LL DEFL - 0.022" 9 -1'- 8.0" Allowed- 0.167" MAX TL CREEP DEFL - -0.021" 8 -1'- 8.0" Allowed i. 0.222" MAX LL DEFL - 0.171" a 15'- 6.8" Allowed - 2.054" MAX TL CREEP DEFL - -0.315" B 15'- 6.8" Allowed p 2.739" MAX HORIZ. LL DEFL - 0.068" 8 41'- 6.t." 23-01-08 18-10-08 � MAX HORIZ. TL DEFL - 0.109" 0 41'- 6.5." 6-00-14 5-07-10 5-07-10 5-09-06 5-09-06 5-07-10 5-09-03 1-08-04 NOTE: Design assumes moisture content does 1 1 1 1 1 1 1 1 1 not to exceed 19% at time of mant,facture. 12 M-4x6 '736.0012 Design conforms to main windforce-resistir.g 6.00(7 system and components and cladding criteria, 4.0" 1 6 is( Wind: 140 mph, h-25ft, TCDL-4.2,BCDL-6.0, ASCE 1-10, (All Heights), Enclosed, Cat.2, Exp.B, MP:FRS{Dir), load duration factor-1.6, 3.1%%\,..4444.4%.„44%.4.444......... .... Truss designed for wind loads M-3x4M-3x4 in the plane of the truss only. M-5x6(S) 7 M-5x6(S) i 0.25" 0.25" +r i 1 4-1.5X 3 + + \ // M-5x6 • • -1.5x3 a.., 0 A m n / A " Y " N • i M-3x8 M-3x4 1.25" M-3x8 0.2 M-3x4 ...t. M-5x6(S) M-5x6(S) M-3x5 ' • l ) 8-00 7-06-12 7-06-12 7-06-12 7-06-12 3-09 1 1-08 42-00 • JOB NAME : 5019-D POLYGON - D6 Scale; 0.1466 ���NapNEQA-es `'til/ . WARNINGS: GENERAL NOTES,unless otherwise noted: V I'�^"� CC 'O_y . I.Builder and erection contractor should be advised of ell General Notes 1.This design is based only upon the parameters shown and Is for an hidlvldurd 4t.- 7 92 i i p G ` 1' Truss: D6 and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing swat be Installed where shown*. Incorporation of component Is the responsibility Mille building designer. ! 3,Additional Temporary brecmp to Insure stability during construction 2.Design assumes the lop and bottom chords to be IalareOy braced at DES. BY: MJ 2'o.c,and at 10'o.o.respectively unless braced throughout that(ian th by Is the responslbttty of the erector.Additions!permanent bt*dng of continuous sheathingsuch as plywood sheathln aa gats s ownardgwall`9C). DATE: 11/26/2014 the overfill endure is the responsibility of the building designer. 3.2x lm q 4dtlgb g or lateral bracing required where shown+* r it 4,No load should be applied to any cernponent until after a0 Dramng and 4.Installation of truss Is the responsibility of the respective contractor. "OREGON SEQ. : 6126076 fasteners are complete and at no lime shotdd any bads greater then 5.Design assures trusses me to be used In a non-corrosive environment + 2j +�hA. TRANS I D: 413 216 design loads be applied to any component B.On=are Bor"drys Sub condition" f at all 8u �/Js 7 20 5.Compufirs has no control over and assumes no responstbirdy far the seesse header; supports shown.Shim or if VA. 1�}.. 't'1.. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drelnane h PreTleett. `viR R,i O.' 1 1 ( H.This design is furnished sub)ed to me itnstelions set forth by 8.Flews shell be located on both faces o tl rias,and placed so their center III III VIII 11 I(III I II�� r��I 7PDNRCA In BCsI,copies of which MI be furnished upon request. lines coincide with(oink center lines. • (tit 19.Diggs indicate size Opiate M Inches. MTek USA,Ino./CompuTrus Software 7.6.6(1LYE 10.For basic connector plate design values see ESR-1311.ESR•1988(Wok) EXPIRES:12/31/2015 i 1111111 This design prepared from computer'input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONSTRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cg-1.00 • TC: 2x4 ROOF 01681R LOAD DURATION INCREASE - 1.15 1- 2-( 0) 84 2-11-(-1765) 4066 11- 3=(-365) 997 16- 7-( -.623) 1249 BC: 2x4 ROOF H1&BTR SPACED 24.0" O.C. 2- 3-(-4705) 1892 11-12-(-1635) 3733 3-12-(-742) 452 16- 8-( '5I2) 358 WEBS: 2x4 ROOF STAND; 3- 4-(-3379) 1309 12-13-(-1190) 2998 12- 4-( 0) 356 8-17-( ` 0) 197 2x6 KDDF 02 A LOADING 4- 5-(-2735) 1163 14-15-1 -49) 127 4-13-(-710) 344 17- 9-( 0) 357 LI( 25.0)401( 7.0) ON TOP CHORD = 32.0 PSF 5- 6-(-2693) 1289 15-16-1 -682) 1936 5-13=(-300) 255 9-18-(-2249) 943 TC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7-(-1768) 976 16-17-1 -634) 1758 14-13-( 0) 77 18-10-1 -167) 203 BC LATERAL SUPPORT <- 12"OC. UON. TOTAL LOAD- 42.0 PSF 7- 8-(-1799) 973 17-18-1 -689) 1631 13- 6-(-483) 1065 8- 9-7-2057) 984 13-15=(-637) 1819 OVERHANGS: 20.0" 0.0" LL - 25 PSF Ground Snow (Pg) 9-10-1 -71) 125 6-15-1-103) 114 6-16•(-841) 519 plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE *• For hanger specs. - See approvedLIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX BORE 8RG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -341/ 1960V -253/ 310H 5.50" 3.14 KfiDF ( 625) 42'- 0.0" -262/ 1764V 0/ OR 5.50" 2.82 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing.] VERTICAL DEFLECTION LIMITS; LL-L/240, TL-L/1(:0 MAX LL DEFL - 0.022" 8 -1'- 8.0" Allowed= 0.167" MAX TL CREEP DEFL . -0.021" 8 -1'- 8.0" Allowed;- 0.222" MAX LL DEFL - 0.231" 9 14'- 1.0" Allowed+ 2.054" 23-01-08 18-10-08 MAX TL CREEP DEFL - -0.409" 8 14'- 1.0" Allowed:- 2.739" 2-09 5-07-08 5-09-04 4-05 4-06-12 f 6-03-08 6-03-08 6-03-08 MAX HORIZ. LL DEFL - -0.109" 8 41'- 6.5" f f f f f f f f f MAX HORIE. TL DEFL - 0.168" 8 41'- 6.5;" 12 M-4X6 12 NOTE: Design assumes moisture cor'tent does 6.00 p "q 6.00 not to exceed 19% at time of manufacture. 4,0" 7 (f Design conforms to main windforce-resistitg M-5x6(S) system and components and cladding criterya. M-5X6(S) M-3x10 3.1 " Wind: 140 mph, h-25ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 0.25 (All Heights), Enclosed, Cat.2, Exp,B, MIIFRS(Dir), 8 load duration factor-I,6, 0.25" Truss designed for wind loads 5 in the plane of the truss only. +r M-3x6 • M-3x44 + +1 + + M-3x5 + 0-1.5x3 -y N 3 c '1 M-3x10 A . 0 o 1 11 M- x9 4 4,0 c. ..... .._• . 1 a M-6x8 -M-�bx6 M�x8 0.25 M-3x: 4* M-5x8 M-1.5x3 WEDGE REQUIRED AT HEEL(S). -.02.75 WEDGE WITH 2)M-1.5x3 TIP. M-5x8(S) 12 k 05-08 5-07-08 6-00-12 4-03-04 4-08-08 9-04-06 9-06-02 y . y y 05-08 11-06-08 28-00 l ' 1-08 42-00 ���� JOB NAME : 5019-D POLYGON - D7 Scale: 0.1341 i. ', NG)NE Lrt..lo WARNINGS: GENERAL NOTES, adessotherwise noted: !� ���- 20 OPE. t' . vim I.Builder and erection contractor should be advised of a8 General Notes 1.This design Is based only upon the parameters shown and Is for an Indodual ' Truss: 1)7 and warnings before conslrudbn eminences, budding component.Applicability of design parameters and proper / 2.2x4 compression web bra must be Installed where shaven+. incorporation of component Is Me responsibility of the building designer, 1� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced a DES. BY: MJ r°A and a110'o.o.respectively unless braced throughout their length by ,,rr .4,4110111!' •.'' Is the rasponsibldly of the erector.Addmonat permanent bracing of continuous sheath) such asplywood sheathb C and/or d �`} `, Cc. DATE: 11/26/2019pans my g b bridging gR) ry�nte�. the overall annotate Is the res ibi of the butldln designer. 3,7x Impact bad in or bracing required where shown++ t�tt Innns.� `'�. 4.Na bad should be applied to any component until alter ed bracing and 4.Installation of Miss is the responsibility of the respective contractor. 'q ,}_ORREGONA 40 SEQ. : 6126077 fasteners are complete end of no lime should any loads greeter than I.Design assumes trusses ere to be used In a nonwrroelve environment. '7,Q 1, �N �' end are for"dry condition'of use, 'Z TRANS I D: 413 216 Cgtnpdesigloads bo applied to any and assn .7 4 5.CompuTroa nes no control over and assumes no responsibility for Inc G.Design assumes tux bearing al e0 supports shown.Shim or wedge H 4•0" y. .'67 fabrication,hendfn.shipment and Installation of components. de sign assumes 9 7.Plates assumes ca ed on drainage k provided. > R V-,"' H.This design is furnished subject to the Imitations set forth by 8.Plates Shan be locatedon both faces of Truss,and placed so thele denier ' TP CA In SCSI,copies of will be furnished upon III III 11111 II I IIII _VIII IIS VIII MiTek(SA,)nciCompuTrus Software re 7.6.6(1L)-E request, Ines 1U.Digits basste coincide ne foef r pplalte design values sae ESR-1311,ESR-1988(Wok) EXPIRES:12/3i/2(315 11111111111 This design prepared from computer±'input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 ' TC: 2x4 KDDF 81481k LOAD DURATION INCREASE - 1,15 1- 2-( 0) 84 2-13-(-1785) 4081 13- 3=1-365) 1007 10-20-) 1238) 600 BC: 2x4 KDDF 8150TR SPACED 24.0" O.C. 2- 3-(-4761) 1909 13-14-)-1655) 3746 3-14=(-836) 465 20-11-( -32) 222 WEBS: 2x4 KDDF STAND; 3- 4-)-3337) 1313 14-17>(-1195) 2914 14- 4-) 0) 404 11-21-) -1566) 332 2x6 RODE #2 A LOADING 4- 5=(-2593) 1123 15-16-) 0) 0 4-17-(-802) 455 21-12-) 419) 1722 LL( 25.0)+DL( 7.0) ON TOP CHORD- 32.0 PSF 5- 6-( 0) 0 16-18-) -46) 128 16-17-( 0) 85 12-22-)-1907) 770 IC LATERAL SUPPORT C. 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF 5- 7-1-2212) 1095 18-19-) -713) 2128 17- 5-)-253) 765 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD - 42.0 PSF 7- 8-1-2238) 1060 19-20-) -713) 2128 17- 7-(-184) 91 8-10-(-1807) 916 20-21-) -656) 1116 17-18-)-732) 2128 .LL - 25 PSF Ground Snow (Pg) 9-10•) 0) 0 21-22-) -74) 115 7-18.)-278) 235 NOTE: 2x4 BRACING AT 24"0C UON. FOR 10-11=(-2110) 933 18- 8-)-117) 232 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED•STORAGE 11-12.1-1953) 784 19- 8-) 0) 213 , -_>--»->--»----_----------->------- LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 8-20-1-705) 271 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 20.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIREL1 BRG AREA 1 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs: - See approved plans 0'- 0.0" -312/ 1970V -175/ 233H 5,50" 3.15 KID)' ) 625) 42'- 0.0" -234/ 1754V 0/ OH 5.50" 2.81 K)pF ( 625) (COND. 2: Design checked for net(-5 psf) uplift at 24 "ocspacing,) VERTICAL DEFLECTION LIMITS: LL-1/240, TL-L/100 MAX LL DEFL - 0.022" 8 -1'- 8,0" Allowed:- 0.167" MAXI'', CREEP DEFL - -0.021" 8 -1'- 8.0" Allowed'- 0,222" MAX LL DEFL - 0.214" 0 16'- 6.7" Allowed;- 2,054" 0-04-07 0-04-07 MAX TL CREEP DEFL = -0.386" 1 16'- 6.7" Allowed.- 2.739" If ff . 16-07-11 12-11-10 12-04-11 MAX HORIZ. LL DEFL - -0.110" 8 41'- 9.q" MAX HORIZ, TL DEFL - 0.170" 8 41'- 9.2" 2-09 6-07-06 6-10-14 4-05-05 4-07-02 3-11-03r 5-10-06 6-01-14 T f Z 44 4 ( If 4 { NOTE: Design assumes moisture content does not to exceed 191 at time of rnanL+facture. q 16-06-12 '( 1 12-03-12 4 Design conforms to main windforce-resistir}g 6.00 12 M-4x6 6 M-3x9 M- x8 M-4x6 12 system and components and cladding criterLa. i a 0 6.00 Hind: 140 mph, h-23,4ft, TCDL=4.2,BCDL=6.0r ASCE 7-10, M-Sx8(S) + " (All Heights), Enclosed, Cat,2, Exp.B, HUES(Dir), 0,25 M-3x4 load duration factor-1.6, �. 1 Truss designed for wind loads + in the plane of the truss only. ) 14-3x5 + + 1-4 X4 .. c, +o . rn M-3x10 I rid ',..ill mm.»✓�._w, '^ 0 1 y r o M-3x4 o I_.... M '.+ N M-1.5x3 M- x8 0,2 M-x8 M- x8 M-1.5x3 " M-5x8 M-5x8 WEDGE REQUIRED AT HEEL(S), M-5x6(5)-x'2.75 WEDGE WITH 2)N-1.5x3 TYP, 12 J, L 1 1- 1 1 1 J, Y y 05-08 6-07-06 4-11-02 2J. -01 -08 5-01-04 4-05-06 4-05-06 6-00-02 5-10-06 j 2-05-08 11-06-08 28-00 1 ), ), ), 1. 1-08 15-11-12 1-11-12 . 26-00-04 Y ), 1• 1-08 42-00 PRop JOB NAME : 5019-D POLYGON - D8 sale: 0,1250 cG' NG. N FJ,COQ. • WARNINGS: GENERAL NOTES,unless otherwise noted: 'I�J�61 1.Bulkier and erection contractor should be advised 00a0 General Notes 1,This design Is based only upon the parameters shown end b for an Individual C -yaPE Truss: D 8 and Warnings before construction commences. batwing component,Applcability or design parameters and proper 2.2x4 compression web bracing must be Installed where shown+ Incorpuialbn of component in the msponslhSy of the bulking deai 3.Additional temporary bracing to Msure stabilly during construction 2.Oasign assumes the top end bottom ahs braced to be tetbrally lwaeed at " DES. BY: MJ I o.c.and el 10'c c.respect ply coleus braced(TC)snout their length by [s the responsibility of the erector,Addidonal permanent bracing of continuous shealhg-g such es plywood sheelnMp(TC)endlordrywe0(BC), �- 't DATE: 11/26/2014 the overall structure Is the responsibility rattle building designer. 3,2x Impact bridging or lateral bracing required where shown++ ( //''�i'� 4.NORM ehouw be applied to any component ung alter all bracing and 4.Installation of huts Is the responsibility of the respective Contractor, "'fJ A-GQ RECON kit/ SEQ. : 612 6 0 7 8 fasteners are cemptete and el rte time should any wads ereatertaen 5.Design assumes busses are to be used Ina noncorrosive environment, Ly 41.O Ot'' doaks:108dn be applied to any component. and are tor'dry condxlon'of use. 14. TRANS Z(): 413 216 s.GompuTms has no control over and assumes no responsibility tribe S.Designeassumes tug basing et all supports shown.Shim or wedge ii C�t7 1 4 P fsbrkaa5on,herWgng,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 44rl r'f ��^ B.This design is furnished subject to the toNtations set forth by B.Plates shag be located on both feces of truss,and placed so drew canter .. 111111111111111111111111 TPWYfCAm BC81,copies of whlOhcoil famished upon request g (Digits coincide ice el site of nice In inches. MTekUSA Inc./Compu7ruaSoftware7.6.6(1L)•E to,For baslc ranneraor plate design values stre ESR-1311,ESR-1988 01.111-010 , EXPIRES:12/31/2015 MINI This design prepared from computer'input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg-1.00 TC: 2x4 KDDF BL&BTR LOAD DURATION INCREASE - 1.15 1- 2-) 0) 84 2-15=(-2263) 4021 15- 3-( -482) 987 10-220(-2#020) 470 BC: 2x4 KDDF 416BTR SPACED 24.0" O.C. 2- 3m(-4705) 2244 15-161-2094) 3693 3-16-( -673) 450 22-11-) -,340) 1132 WEBS: 2x4 KDDF STAND: 3- 4-(-31421 1588 16-17..1-1652) 3026 16- 4-( -5) 304 11-23-.(-/864) 827 2x4 HOOF STUD A; LOADING 4- 5-(-2913) 1454 17-19-(-1465) 2667 4-17-( -569) 323 13-23-( ,-45) 155 2x6 KDDF 92 B LL( 25.0)401( 7.01 ON TOP CHORD = 32.0 PSF 5- 6..(-2534) 1342 18-20..1 -99) 191 17- 5-( -604) 1088 23-14-) -?705) 1519 DL ON BOTTOM CHORD- 10.0 PSF 5-- 7-( 0) 0 20-21).1-12821 2738 17- 6-( -676) 464 14-24-)-1776) 851 IC LATERAL SUPPORT <- 12"0C. UON. TOTAL LOAD- 42.0 PSF 6- 8-1-2663) 1427 21-22=(-1058) 2306 6-19-) -63) 480 BC LATERAL SUPPORT [- 12"0C. UON. 8- 9.1-2808) 1357 22-23-( -742) 1529 18-19-( 0) 77 LL .. 25 PSF Ground Snow (Pg) 9-10..(-2619) 1161 23-24-) -72) 83 19- 8..( -352) 77 ---"'•-'°.._-............................. 10-11+(-1815) 830 19-261-1309) 2635 i NOTE: 2x4 BRACING AT 24"0C UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-13-( -378) 290 8-20..( -180) 326 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. 12-13-( 0) 0 20- 9-( -167) 119 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14..( -469) 313 9-21-) -448) 340 21-10-( -278) 664 i OVERHANGS: 20.0" 0.0" t BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA "" For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. •)SPECIES) 0'- 0.0" -382/ 1970V -126/ 251H 5.50" 3.15 HOF ( 625) 42'- 0.0" -329/ 1754V 0/ OH 5.50" 2.81 KD.OF ( 625) jCOND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing.] VERTICAL DEFLECTION LIMITS: 11-L/240, TL=L/160 MAX LL DEFL - 0.022" @ -1'- 8.0" Allowed- 0.167" MAX IL CREEP DEFL - -0.021" 8 -1'- 8.0" Allowed = 0.222" MAX LL DEFL - 0.286" 8 19'- 1.3" Allowed . 2.054" MAX TL CREEP DEFL - -0.465" @ 19'- 1,3" Allowed-7 2.739" 16-07-11 21-07-10 {3-08-11 5-01-02 1-00-12 2�-05-09 5-03-01 3-01-05 1-06-, 14 MAX HORIZ. TL DEFL - 0.182" @ 41'- 9.4" 2-091 T 5-01-02 07-1' ' 5-06-09 4 f 5-03-01 ' 201-6--f NOTE: Design assumes moisture corkent does 1 T 4 1 (---'( 1' 1' 'F '{ f----f not to exceed 198 at time of want;facture. 13-02-12 SUPPORT TOP CHORD AT 71.7 1-09 t 4 T 1 ,, Design conforms to main windforce-resisting 12M-5x6(S) 12 system and components and cladding criteria. 6.00 G 7 12" M-3x4 Q 10.00 Wind: 140 mph, h-23.4ft, TCDL-4.2,BCDL-6.0, ASCI;7-10, 314-4X6M- x 0 25" M- xM126 �3 (All Heights), Enclosed, Cat,2, Exp.B, mulsIDi r),M-5x6(S) 14 load duration factor-1.6, Truss designed for wind loads 0.25" -,' in the plane of the truss only. M-3x5 /\/\/ko B r ! rD M M-3x10 I ' a M-3x4 M-3x8 O o M-1.5x3 m 22 2 "" M-5x8 M- ;03 0.2 t4- .5 M-3x 0 • WEDGE REQUIRED AT HEEL(S). 14-5x8 M-1.5x3 .. 2.75 WEDGE WITH 2114-1.5x3 TIP, M-5x6(S) 12 1-04-04 1 1 1 .1. i' 1 1 1 1 1 y 05-0 5-01-02 5-02-14 1 5-01-04 7-01-14 7-00-02 7-01-14 1-05-02 • 2-05-08 11-06-08 28-00 1 1 1 • 1-08 42-00 tt, JOB NAME : 5019-D POLYGON - D9 Scale: 0.1217 -ca'<,NopN .d.0 . WARNINGS: GENERAL NOTES,unless otherwise noted: ' 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 :92''920'.p E : s' Truss: D9 and Warnings before construction commences. building component Applicability of design parameters and proper 2.254 compression web bracing must be Installed where shown 0. Incorporation of component is the responsibility of the boning designer. /4 �' 3.Additional temporary bracing to Insure stability dudreg constnxtlon 2.Design memos the top and bottom chords to be laterally braced at .. DES. Ey: MJ2'o.c,and at 10'o.o.respectively unless braced throughout their length by :411,201... Is the responslWBty ofthe erecter.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)anion drywall(BC). DATE: 11/26/2014 the overall etrudare Is the responsibility of the building designer. 3.2e Impact bridging or lateral bracing required where shown++ o EGON Q 4.No load should be Weed to any component until after all bracing and 4.Installation of truss EtidO s Is the responsibility of the respective contractor. "'Q O{i. N . f(/' SEQ. : 6126079 fasteners are complete and at no erne should any bads greater than 9.Design assumes trusses are to be used In a non-corrosive environment As design loads be applied to any component. and cora for"dry condition"of use, �� "� 7 4 t�O TRANS I D: 913 216 5.Compelr s Inca no control over and assumes no responsibility Pulite 8,necessary. fabrication, full bearing at at suppIs ports shown.Shim or wedge If t� �t)� e.This de0sign Is furnished subject to the limitations set ndling,shipment and installation of components, byt 8.Plates nshalt bees located onbothices of figs,and placed so their anter � }�L `' �� III I III IIS II ����II I (III) 7PHWTCA M SCSI,copies olwhkh will b furnished upon request. P.01555 lodicatel ssiize)of plat center Inches. MiTek USA,Inc./CompuTru8 Software 7.6.6(11)-E 10.For basic connector plate design values see ESR-1311,EBR•1 a88(MITek) EXPIRES:12/31/2015 . I ............. .... ............._...._................... .. .... 11111111tH This design prepared from computer•input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x9 KDDF 81&BTR LOAD DURATION INCREASE - 1.15 1- 2=1 0) 84 2-14-1-2092) 4021 14- 3-( -442) 987 20-10-1 .206) 652 BC: 2x4 NODE' 01&BTR SPACED 24.0" O.C. 2- 3-1-4705) 1990 14-15.1-1937) 3693 3-15-9 -673) 438 10-21-(-1Q20) 385 WEBS: 2x4 KDDF STAND: 3- 4=1-3442) 1370 15-16-(-1506) 3026 15- 4-1 -5) 304 21-11-) -263) 1119 2x4 KDDF STUD A: LOADING 4- 5-1-2913) 1210 16-18-1-1223) 2667 4-16•) -569) 382 11-22-1-18641 775 2x6 RODE 12 B LL( 25.01+05( 7.0) ON TOP CHORD= 32.0 PSF 5- 6.1 0) 0 17-19-1 -84) 191 16- 5-) -376) 1088 12-22-1 i-26) 222 DL ON BOTTOM CHORD - 10.0 PSE' 5- 7-9-25341 1152 19-20-(-1142) 2738 16- 7-) -676) 258 22-13-1 731) 1519 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD - 42.0 PSF 7- 8.1-2663) 1187 20-21-( -970) 2306 7-18-1 -90) 473 I3-23-1-1776) 880 BC LATERAL SUPPORT <- 12"0C. UON. 8- 9=1-2808) 1156 21-22-1 -715) 1529 17-18-( 0) 77 LL • 25 PSF Ground Snow (Pg) 9-10-1-2610) 1039 22-23.1 -73) 83 18- 8-1 -339) 93 f 10-117(-1815) 754 18-19-(-111.7) 2635 1 NOTE: 2x4 BRACING AT 24"0C 000, FOR BOTTOM CHORD CHECKED FOR A 20 POE LIMITED STORAGE 11-12-1 -375) 253 8-19-( -180) 233 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13-1 -466) 271 19- 9-) -69) 110 • ---'----------------------•---------- THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 9-20-1 -448) 275 i OVERHANGS: 20.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIREd BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. __II'(SPECIES) "" For hanger specs. - See approved plans 0'- 0,0" -292/ 1970V -127/ 250H 5.50" 3.15 KtOF ( 625) 42'- 0.0" -217/ 1754V 0/ OH 5.50" 2.81 RDF ( 625) COND. : Des gn checked or net( pa') up i t at 24 "or spar ng, VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/11.0 MAX LL DEFL • 0.022" @ -1'- 8.0" Allowed- 0,167" 0-04-07 MAX TL CREEP DEFL - -0.021" 0 -1'- 8.0" Allowed'= 0.222" 1`( MAX LL DEFL - 0.261" 0 19'- 1.3" Allowed- 2.054" 0-08-05 MAX TL CREEP DEFL - -0.465" @ 19'- 1.3" Allowed.- 2.739" 13-03-11 26-11-10 1-08-11 MAX HORIZ. LL DEFL - -0.129" 8 41'- 9.1" '( f f T MAX HORIZ. TL DEFL - 0.182" 8 41'- 9.:" 5-01-02 5-01-04 5-03-01 5-01-05 2-09f '( 5-01-02 T 4 5-06-09 4 T 5-03-01 1 1108-11 NOTE: Design assumes moisture cortent does not to exceed 191 at time of manfacture, 1---r i 1' '1 1' 1` T f---j 13-02-12 Design conforms to stain windforce-resisting 1 T system and components and cladding criter4a, 12 M-3x4 M-5x6(5) 12 Wind: 140 mph, h-22.Sft, TCDL- 6.0,-6.0, ASC«7- 10, 6.00(7 Q 10.00 (All Heights), Enclosed, Cat.2, Exp,B, M(1FRS(Dir), M-5x6(S) M-4x656 7 M-1x4 0!,,25' M-130x4 M-131x5 M-4x6 load duration factor-1.6, I 11 3x10 Truss designed for wind loads ) 0 25" / in the plane of the truss only. M 3x5 ' J { ..., + o j B r- j r, M-3x10 i0 I t4 .._,,.,,g, o M-5x8 M- x4 M-3x8 • cp o M-1.5x3 °' M- x8 0.2 h M-�x5 M-3x 0 `" • WEDGE REQUIRED AT HEEL(S), M-5x8 M-1.5x3 .... 2.75 M-5x6(S) 12 • 1-g4-04 2 05-0 5-01-02 5-02-14 5-01-04 7-01-14 7-00-02 7-01-14 1-05-02 k 2-05-08 11-06-08 28-00 1 Y Y 1-08 42-00 JOB NAME : 5019-D POLYGON - D10 Sale: 0.1217 5� N.,\ PRoF` o. CIN_e{�q / c?" 911 g6j17' * WARNINGS: GENERAL Nom unless Menefee noted: 1.Bulkier and erection contractor should be advised of all General Notes I.This design Is based only upon the parameters shown and is for en Individual C i rter I.:. ' f Truss: D10 end Warnings before oonsbucllon cdmme0des. buUdmg component.Applicability of design parameters end proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the budding designer. , l _ 3.Additional temporary bracing to lunar.stability doling donalrudton 2.Design assumes the top end bosom choles to be laterally braced at 1 DES. BY: M3 Is the real temporary of me erector.Additional permanent strucU of 2'o.o.and at 10'co.respectively unless braced throughout their length by �',� continuous sheeming such es plywood sheathmg(rc)snorer drywst(8O). DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact brldgmg or lateral Stanton requked where shown++ SE . : 612 6 0 8 0 4.No bad should be appaed to any component until after eft bracing and 4.Installation of truss is the responsibility of the respective contractor. R,E�QN .y Q• ffastenersteners are complete and et no Uma should any loads greater then 5.Design assumes trusses aro to be used In o non.cort 'posivs environment, l:" N. design loads be applied to any conq,onent• and aro/or"dry condition"Muse. 142� "�- TRAN S I D: 413 216 5.CompuTrus has no swarth over and assumes no responsibility forme 9,Desgn assume,fug ition"bearing at a6 euppone shown.Shim or wedge If A_ � Q� fabrication,handling,shipment and Installation of components. nesessass /VJ 7.Desesaassumescaed on ondrme feces of buss,end placed no their cantor 111111111111111011111111111111111111 7PIMTCA In 8C81,copies of which will be furnished upon request, a DIgXSIdI leate size at plate In Inches.i MITekU9A,Ina/CompuTNs3oNwefe7.8.8(iL)-E to.For baakcdnneUorplate tlesgnvalues see 88R-731t.ewe-fgaegdrfatg EXPIRES"12/31/2615 11101 till This design prepared from computer `input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS 42-00-00 MONO HIP-0 SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x6 KDDF PIMA; LOAD DURATION INCREASE - 1.15 (Non-Rep) 1- 2-( 0) 84 2-13-(-2700) 8204 13- 3-( -356) 1182 18-11=( 4646) 2344 2x4 KDDF 81619TR T1 2- 3-1-9486) 2946 13-14.1-2356) 6634 13- 4-( -312) 1546 11-19=(-5(222) 2172 BC: 2x6 HDOF 816BTR LOADING 3- 4-(-8800) 2752 14-15=1-3090) 7948 4-14=( -396) 344 19-12-) -.360) 262 WEBS: 2x4 KDDF STAND LL - 25 PSF Ground Snow (Pg) 4- 5-1-6998) 2520 15-16=1-3118) 7910 14- 5-( -628) 2084 1. TC UNIF IL( 50.0)+°L( 14.0)= 64.0 PLF 0'- 0.0" TO 10'- 0.0" V 5- 6") 0) 0 16-17-1-3264) 8058 14- 7-(-2340) 1142 f IC LATERAL SUPPORT <" 12"OC. UON. IC UNIF LL) 100.01+DL( 28.0)- 128.0 PLF 10'- 0.0" TO 42'- 0.0" V 5- 7-(-62401 2284 17-18-1-28141 6852 7-15=1 -484) 1208 i BC LATERAL SUPPORT <- 12"OC. LION. BC UNIF LL( 0.0)+DL( 40.0)- 40.0 PLF 0'- 0.0" TO 42'- 0.0" V 7- 8-1-8032) 3134 18-19.1-1788) 4230 15- 8=( -200) 756 ;. 8- 9.1-77021 3056 16- 8-1-13261 642 i TC CONC IL( 416.71+01( 116.7)- 533.3 LBS 0 10'- 0.0" 9-10-(-77681 3066 16- 9-4 -442) 314 NOTE:= - - = 2x4 BRACINGAT24"OCUONR=FOR10-11.1-52161 2084 9-i7"( -684) 528 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12-) -68) 76 17-10-( -332) 1346 j " - _"_-_---- "---- REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10-18=1-2404) 1108 ( OVERHANGS: 20.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BAG REQUIRED ERG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -1109/ 3581V -90/ 1878 5.50" 5.73 81111 ( 625) I 2 ) complete trusses required. 42'- 0.0" -1444/ 3564V 0/ OH 5,50" 5.70 KDDF ( 625) Join together 2 ply with 3"x,131 DIA GUN -"r nails staggered at: ,: 9" oc in 1 row(s) throughout 2x4 top chords, ICON°. 2: Design checked for net(-5 psf) uplift at 24 oc.spacing.I 9" oc in 2 rows) throughout 2x6 top chords, VERTICAL DEFLECTION LIMITS: L1-1/240, TL-L/180 XX9" oc in 2 row(s) throughout 2x6 bottom chords, l4AX LL DEFL - 0.005" 8 -1'- 8.0" Allowedj- 0.167" 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL - -0.005" 8 -1'- 8.0" Allowed!n 0.222" MAX LL DEFL = 0.257" 8 22'- 7.7" Allowed= 2.054" MAX TL CREEP DEFL - -0.502" 0 16'- 0.0" Allowed;- 2.739" I MAX 110RI2. LL DEFL - -0.095" 8 41'- 8.5f MAX HORIZ. TL DEFL - 0.156" 8 41'- 8,5;' NOTE: Design assumes moisture content does 0-06-07 not to exceed 19t at time of many1acture. fir Design conforms to main windforce-resistir.( 9-11-11 32-00-05 system and components and cladding criteria, ' -07-043-02-05 3-07-11 1 3-08-13 2-03-08 6-07-12 6-04-04 6-04-04 6-07-12 f f I f f f f f f f :Wind140 mph, h-21.7ft, TCDL-9.2,BCD1,-6.0, ASCE'7-10, 9-10-12 (All Heights), Enclosed, Cat.2, Exp.B, MV�FRS(Dir), load duration factor-1,6, 1 12 1533.308 M-7x8(5) Truss designed for wind loads 6.00(7 M-4x8 6 M-3x4 M-3x4 1 0.925" M-3x4 y � x4 M- x6 14-1111.25x35x3 in the plane of the truss only. 4 7 6 P. e M-3x4 4.dm 0 M-1.5x3 ... fo m M-3x8 ./ a.' Is 411111 2 RP o .00.0. 1*x10 M-3x8 M-7x8 ' 0.25' M-8 M-3x8 ae f M-7x10 M-7x815) 2.75 2.75 • 12 WEDGE WITH 2)14-1.5x.3 TYP. 12 ,1 l ,1 3. Y 'I 3, Y 2-05-08 6-10 4-08-08 y2-00� 8-09-03 8-05-11 8-09-03 b i 2-05-08 11-06-08 2-00 26-00 • 3. l Y • 1-08 42-00 JOB NAME : 5019-D POLYGON -- D11 scale: 0.1475 �c��tiNpC3IPN�F�` f C7 G oy WARNINGS; GENERAL NOTES,unless otherwise noted; Y'�����ii r] 1.Ruffner anti erection contractor ahould be advised of a8 General Notes 1.This design Is based only upon the parameters shown and Is for en Indivlduel . . .‘1921 761 iC E i r Truss: D 11 and Warnings before construction commences. building component.Applicability of design parameters and proer 2.Sal compression web bracing must be installed where shown+. inoorporelkn of component In the responsibility of the building designer. 2.Design assumes the lop end bottom chords to be latently braced at - '' ' 3.Additional temporary bracing to Insure stabOly during construction 2'O.C,and 0(10'ea,res edNe unless braced throughout length DES. BY: MJ p N g by Is ilia resporaWlrity of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathIngQW andfordrywal C). DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.ler Impact bridging or lateral bracing required where shown*.• a1 i 4.No bad should be applied to any component until after a4 bradng end 4.Installation of truss la the responsibility of the respective contractor. 9 Aj OREGON Co SEQ. : 6126081 fasteners ere complete end at no time should any bads greater than 5.Design assumes trusses are to he used In a non-corrosive environment, 4.. NY" f1'- design loads be applied to any component end are nor^dfy oondttOn"cruse. +/Q: >9.r 14 `Lfl�; '>�..., TRANS S D: 913 216 8.CompuTrus hes no control over and assumes no responsibility for the e,Oesttggn assumes full bearing at a0 supports mown.Shim orwedge H M h VSj! fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. -'�r-f RIO- 0. I`,,.- V 0.lhls design is furnished sub)ed to the Nnttallona set forth by 8.Plates shall be located on both faces abyss,and placed so their center request. _ 0Fc)necpateinatII HIDIIIIH11I111111ft MiTekUA,Inc/CompuTrus Software 7.8.6(11.)-E 1.Digits connector plate in see E5R-1311,88R-1985(agree) EXPIRES:12/31/2015 i. . , 11111111111111 This design prepared from computer nput by PACIFIC LUMBER-BC I i LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0,0" IBC 2012 MAX MEMBER FORCES 4NR/DLF/Cq=1.00 TC: 2x4 NODE 016BTR LOAD DURATION INCREASE - 1.15 1-2-( 0) 72 2-6"(C) 0 • BC: 2x4 RODE 416BTR SPACED 24.0" 0.0. 2-3-(-351) 305 i 3-4=4-109) 56 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -24) 0 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32,0 PSI DL ON BOTTOM CHORD - 10.0 PSI OVERHANGS: 12.0" 4.0" TOTAL LOAD - 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL - 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 375V -114/ 311H 5.50" 0.60 KL53F ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -262/ 393V 0/ OH 1.50" 0.50 KGDF ( 625) REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING NET. 10'- 0.0" -90/ 133V 0/ OH 1.50' 0.17 XF F ( 625) 1 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP COND. : Design checked for net(- pa ) up ft at 4 "or)spat nq. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/183 -> MAX LL DEFL = -0.002" 8 -1'- 0.0" Allowed;^ 0.100" MAX TL CREEP DEFL - -0.003" 0 -1'- 0.0" Allowed: 1E1IIIIII This design prepared from computer .Input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/00F/Cq-1.00 TC: 2x4 ROOF 814BTR LOAD DURATION INCREASE - 1,15 1-2-( 0) 72 2-5-(0i) 0 BC: 2x4 KDDF 81OBTR SPACED 24.0" O.C. 2-3"(-333) 301 I 3-4-(-108) 54 1 TC LATERAL SUPPORT <- 12"0C. UON. LOADING BC LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)+014 7.0) ON TOP CHORD- 32.0 PSF DL ON BOTTOM CHORD- 10,0 PSF BEARING MAX VERT MAX BORE BRG REQUIREDBOG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD a 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. `(SPECIES) 0'- 0.0" -22/ 375V -110/ 294H 5.50" 0.60 KCDF ( 625) LL - 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -259/ 390V 0/ OH 1.50" 0.50 KG,DF 4 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 10.9" -62/ 91V 0/ OH 1.50" 0.15 KCDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. .. BOTTOM CHORp CHECKED FOR lOPSF LIVE LOAD. TOP 'COM), 2: Design checked for net(-5 pot) uplift at 24 'go spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-6/160 MAX LL DEFL - -0.002" 8 -1'- 0.0" Allowed;- 0.100" -i MAX TL CREEP DEFL - -0.003" 8 -I'- 0.0" Allowed 8: 0.133" MAX TC PANEL LL DEFL - 0.065" 8 3'- 4.9" Allowed'= 0.481" -0MAX TC PANEL TL DEFL - -0.073" 8 3'- 2,4" Allowed= 0.722" MAX RORIE. LL DEFL - -0.005" 9 9'- 10.2" MAX HORIZ. TL DEFL - -0.005" 8 9'- 10.2" NOTE: Design assumes moisture corkent does not to exceed 19% at time of mane¢acture, 12 10.00 Design conforms to main windforce-resistirq system and components and cladding criteria. Wind: 140 mph, h-23.3ft, TCDL-4.2,BC0L-6.0, ASCE; 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MO FRS(Dir), /, load duration factor-1.6, i - Truss designed for wind loads o in the plane of the truss only. clo 1 m o 111 O rr. ,_4 -r M-3x4 b ). ,1 y 1-00 6-00 3-10-15 PROVIDE FULL BEARING;Jts:2,5,3,41 �°)PRpF:6 JOB NAME : . 5019-D POLYGON - DJ14 �` 1N si Scale: 0,3544 '11105/T a WARNINGS: GENERAL NOTES,unless otherwise noted: Ct� �-/�� p - r' • 1.Builder and erection contractor should be advised of all General Notes 1.fila design Is based only upon the parameters shown and Is for an Individual �+� r 1 r Truss: DJ14 end Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be dwelled where shown 4. Incorporation of component Is the responsibility of the building designer. 2.Design assumes the top and bottom chords to be laterally braced el 3.Additional temporary bracing tel Insure subilhy during conabudion T o.o.AAA el to'wc,respectively unless braced throughout their length by DES. BY: MJ is the responsibility elite erector,Additional ermenent bracing of %"f`�.' •: po lin P 9 continuous sheathing such as plywood sheathing(TC)and/or dtywelpp. - DATE: 11/26/2014 the overall structure is the responsibility Mete building designer. 3.2x impact bridging ar lateral bracing required where shown 4 4 4.No load should be rippled to any component unto after al bracing and 4.Imtailetfon of tnus Is the responsibility Mille respeannt contractor. 0 REGON a' W SEQ. : 6126083 fasteners are complete and at no time should any Mads greater than 5.Design assumes busses are to be used Inc non cenoeIve environment, ✓ �Y,r O •1ft.. TRANS ID: 413 216 design loads bo applied to any component. and are for"dry condition' use. Q .`Z s,cornpurms has no control over and assumes no responslel0ty for the e.Design assumes full bearingat all supports shown.Shim or wedge g fabdoagon,handling.shipment and inslaOagon of components, necessary. rc� P� 7.Design assumes ca adequate drainage Is I lmaned. i R t-V' 0.This design Is furnished subject to the limitations set forth by 8.plates shell be located on both faces of boss,and placed so theft center Ill ISE I I I Ill ill 1111111111111 I II II�1 II I 1J Tl'UYYlCl1 in SCSI,copies of which will be furnished upon request Ones Indicate with Joint center nc he, III N111 ({ i((III 111 11 I.Digits mdkale alta of plate In Inches. t MiTek USA,2rtc.ICompuTnrsSoftware7.6.6(1l)-E 10.For basin connector plate design values sea 08R-1311,000-1088(Wok) EXPIRES:12/31/2015 111110111111 This design prepared from computer 5.nput by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 10,9° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 414BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5")I( 0 BC; 2x4 KDDF HIOBTR SPACED 24.0" O.C. 2-3=(-247) 220 3-4-( -91) 37 TC LATERAL SUPPORT <= 12"0C. UON. LOADING F BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ SRO REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSI LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. ;(SPECIES) 0'- 0,0" -24/ 378V -88/ 2360 5.50" 0.50 KCDF I 625 LL - 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 6251 5'- 11.2" -224/ 357V 0/ OH 1.50" 0.46 KDDF ( 625) . LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 10.9" -18/ 6V 0/ OH 1,50" 0.01 HOOF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR iOPSF LIVE LOAD. TOP ICON!). 2: Design checked for net(-5 psf) uplift at 24 "oc.spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/16,0 MAX LL DEFL= -0.002" 8 -1'- 0.0" Allowed- 0.100" -e MAX TL CREEP DEFL - -0.003" 0 -1'- 0,0" Allowed'•= 0.133" MAX TC PANEL LL DEFL - 0.093" 8 2'- 11.6" Allowed a 0.481" � � MAX TC PANEL TL DEFL - -0.081" 0 2'- 11.9" Allowed 0.722" i MAX 80012. LL DEFL - -0.003" 8 5'- 11.2" MAX HORIZ. TL DEFL - -0.003" 0 5'- 11.2" 12 NOTE: Design assumes moisture content does 10.00 not to exceed 191 at time of manufacture. r r, Design conforms to main windfarce-resisting system and components and cladding criteria. Wind: 140 mph, h-22.51t, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, Mn(FRS(Dlr), i load duration factor-1.6, Truss designed for wind loads tp in the plane of the truss only. ); rh 1 015d -e d M-3x4 • 1 / 3 / 1-00 6-00 1-10-15 • (PROVIDE FULL BEARING;Jts:2,5,3,41 . JOB NAME : 5019-D POLYGON - DJ15 Scale: 0.4160 C. I1��+JR (� 4�,. WARNINGS: GENERAL NOTES,unless otherwise noted: lAl��vrG� l f 1.Evader and erection connector should be advised of all General Nolan 1.ThU design b based only'Months parameters shown and Is ler an Individual �-'9G �� Truss: DJ15 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shorn e. Incorporation of component Is the responsibility of the Medina designer. 41401011Y/". i, 3.Additional temporary mea to Insure atabta during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ f°pe ry y 2'os.and at lo'oc.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous Sheathing such so plywood sheathing(TC)and/ordrywet ), d ' DATE: 11/26/2014 the ovmag structure is the reapons®1Ky of the bulfding designer. S.2x Impact bridging or lclaret bracing required where Mown++ C.}REGOrI 4.No load should be weed to any component cult alter all bracing and 4.inslalleton of truss is the responsibility of the respective contractor, 'V ,{ W SEQ. : 612 6 0 8 4 fasteners are complete and at no erne should any loads greatertben 0.Design assumes trusses era to be used Ina eu onostvo environment. 7 'TQ y 20+\t` 40 design bads be applied to any component. and am for"dry condh)on'of use, O Q. TRANSZ D: 913 216 S.Con poTrus has no control over and assumes no reaponsibimy for the e.Design assumes tug bearing at elf supports shown,Shimor wedge If fatxtcetion,handling,shipment and installegon of components. DesignBCassumes 1 1IpI1I 8,This design is banished subject to the Iindtetions set forth by 5,Plates slocated adequate drainage titres, placed so their canter �`. R;y III 1(1111111 II I 1iql 111111 III I�III IIi III) 1PIANfCA In EC91,copies of which will be famished upon request. a Dligits Indicate coincide with e)of plate In Incht center es. , II NRBffi1 I MuckUSA,Inc./COmpulrueSOflW8f97.0.6(1[.)-E 70.Pot bash)connector plate design wiuessee E86-1211,E56-Wa6(MReW EXPIRES:12/3172 15 1111111 This design prepared from computer iinput by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 RODE 416920 LOAD DURATION INCREASE - 1.15 1-2"( 0) 50 2-4"(9 0 BC: 2x4 ROOF 01611TR SPACED 24.0" O.C. 2-3"(-43) 15 TC LATERAL SUPPORT <- 12"0C. (JON. LOADING BC LATERAL SUPPORT O. 12"OC, UON. LL( 25.0)(-01.( 7,0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. :(SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD " 42.0 PSF 0'- 0.0" -55/ 262V -7/ 45H 24.00" 0.42 KIT,OF ( 625) 12 1'- 11.2" -21/ 52V 0/ 0H 1.50" 0.08 KD,bF ( 625) 6.00 p" LL - 25 PSF Ground Snow (Pg) 2'- 0.0" -6/ 20V 0/ OH 0.00" 0.00 !TOE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "or..spacing,l REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL"L/240, TL"L/16O BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL - 0.003" 8 -1'- 0.0" Allowed:" 0,100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.003" 0 -1'- 0.0" Allowed;= 0.133" MAX HORIE. LL DEFL - -0.000" 8 1'- 11.2"" ` MAX HORIZ. IL DEFL - -0.000" 0 1'- 11.2.7 • NOTE: Design assumes moisture content does not to exceed 19% at time of manc,cacture. 3 -'' Design conforms to main windforce-resisting system and components and cladding criteria. Hind: 140 mph, h"15ft, TCDL"4.2,BCDL"6.0, ASCE 7.-10, 0 (All Heights), Enclosed, Cat.2, Exp,B, MEFRS(Dir), M load duration factor-1.6, Truss designed for wind loads en in the plane of the truss only. n .- y ,-)/- t 0 o M-3x4 . .1- i i 1 1 • • • 1 y y 1-00 2-00 • • JOB NAME : 5019-D POLYGON - El Scale: 1.0000 'Gj" �,-6.%' c WARNINGS: GENERAL NOTES,unless otherwise noted: �•-� f�'ly 1.Builder and erection contractor should be advised of all General Notes 1.Tab design Is based only upon the parameters shown and Is for an Individual t r rrr���^ii I i-oE 1' Truss: E 1 and wemklgs before Construction commencers. building component.ApptoabllRy of design parameters and proper 2.2x4 compression web bracing must be installed where shown+• Incorporation of component Is the responsibility of the beading designer. / ' 3.Additional lempoery braong to Moura stability during construction 2.Design assumes the top and bottom chords to be laterally braced al DES. BY: MJ Is the o responsibility of the erector.Addmobl T ora and al 10'0.0,respeudlvaly unless braced throughout thetr lengptth by elle ry permanent bracing of continuous sheathing such as plywood sheathmg(tO)and/or drywefIBC). �` -'`- DATE: 11/26/2014 the overall structure Is the responsibility of the building designer, 3.Ix Impact bridging or lateral bracing required where shown•r. �y /�� 4.No load should be applied to any component until after ail bracing and 4.installation of truss Is the responsibility of the respective contractor. "y �"V RE;GON t;,:. �/' SEQ. : 6126087 fasteners are complete and aloe time should any leads greater than S.Design assumes trusses are to be used In a nonmcorroaive emekonment, 2ie. e '+7 design leads be applied to any component. and are for"dry condition'of use. _ ✓O, 'Y.y 4. r�,0 A4:- TRANS I D: 413 216 5.Conpuirus has no control over and assumes no responsibility for the H.Design assumes full bearing stag supports shown.Shim erwadge N fabrication,handling,shipment and Installation of components. T.Design assumes adequate dreMege to provided, F14 RIO- H. I{4 llyRR I H.This design is fumtshed subject to the Imitations set forth by 3.Pietas shalt be located on both faces abyss,end placed so their center .. IIIIII III VIII III I VIII 1R II IIII I1I TPUVYICA M BC3f,Capias afwflkh will be furnished upon request 9,Ones Digits Indicate size of pate IInnIInches. MIToNUSA lnc./CompUTfueSoftware7.6.6(11)-F 10.For bealocormedorplate design values see ESR.1311,EBR-lane(MiTek) EXPIRES:12/31/2015 IAAIThis design prepared from computer a input by 1111II 1111 IIIIIp1ll) PACIFIC LUMBER-SC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DCF/Cq-1.00 TC: 2x4 KODF 811BTR LOAD DURATION INCREASE - 1.15 1-2-) 0) 50 2-5-(-58) 77 3-5.(=185) 176 BC: 2x4 KDDF 41EBTR SPACED 24.0" O.C. 2-3-(-128) 107 WEBS: 2.7.4 RODE STAND 3-4-( -10) 5 LOADING YC LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD- 32.0 PSI' • BC LATERAL SUPPORT <- 12"0C. UON, DL ON BOTTOM CHORD - 10,0 PSF BEARING MAX VERT MAX HORZ BRG REQUIREC.BEG AREA TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. .(SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0,0" -73/ 395V -44/ 116H 5.50" 0.63 HOOF ( 625) LL - 25 PSF Ground Snow (Pg) 6'- 0.0" -34/ 244V 0/ OH 5.50" 0,39 KCDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "co spacing.( REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L1240, TL-L/180 BOTTOM CHORD CHECKED FOR 1DPSF LIVE LOAD, TOP MAX LL DEFL - 0.002" @ -1'- 0,0" Allowed`- 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX EL CREEP DEFL- -0.003" @ -1'- 0,0" Allowed)- 0,133" 0-03-12 MAX TC PANEL LL DEFL - 0.092" @ 3'- 0.4" Allowed r. 0.372" 5-08-04 1MAX TC PANEL TL DEFL - -0.096" @ 3'- 0,5" Allowed <� 0,559" 1' 12 MAX HORIZ. LL DEFL - 0.001" @ 5'- 8.2' 6.00 p MAX HORIZ. TL DEFL - 0.001" @ 5`- 8.2" M-1.5x3 4 3 NOTE: Design assumes moisture content does not to exceed 191 at time of manufacture. iDesign conforms to main windfoice-resisting system and components and cladding criteria. Wind: 140 mph, h-20.7ft, TCDL-4,2,BCDL-6.0, ASCE.7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), .=. load duration factor-1.6, � Truss designed for wind loads o in the plane of the truss only. .../gllgdllgllIll M f M 4 c 0 : ►+5 M-3x4 M-1.5x3 i i i / 1 J. 5-08-04 0-03-12 / 1 / 1-00 6-00 • • •JOB NAME : 5019-D POLYGON - E2 •3cai®: 0.5401 �<ti N RN oxFus/. r�` J I�J oA� WARNINGS: GENERAL NOTES,unless otherwise noted: ' T�t't+� y9.' 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 It .92.0 I'E , 6'' Truss: E 2 and Warnings before construction commences. building component,Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown 4-. Incorporation of component Is the responsibility of the building designer, ' S.Additional temporary erasing to Insure stability during cenetNCUon 2.Design assumes the top and bottom chores to be!friendly braced at DES. BY: MJ 2'o.o.and at tit'o.o.respectively unless braced throughout their length by Is the respodalbitty of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andfor drywoHlGC DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 5.2x Impact bridging or lateral bracing required where shown++ ,Q S EQ. : 6126088 4,No load should be rippled to any component untl alter all brining and 4.Installation of truss b the responsibility of the respective oontraator. 72- OR�GQN `V fasteners are complete and Cl no lime should any beds greater then 5.Design assumes busses are to be used In a non-oonostve environment, ,vJ �' TRANS I D: 413 216 design loads be applied to any component. and aro for"dry condakn^of use. :.R. 14 24�P,!{ 5.CompuTrus has no control over and assumes no responsibility for the a.Design assumes fug bearing at all supporta shown,Shim or wedge if fab,tcetton,handling.shipment and installation of components, Design necessary.ss adequate : t �,L\ e.Tres design Is famished subject to the Imitations set forth by 8.Pllates shall belocated obot foams of tnw,,eend placed so their center _ Ill I 13111 III VIII II I 011111 request. Ines MiTek SA,(noiOopUT s Software 7.6.6(1L)E 1For basic connector p is desrign values see ESR•1511,ESA-190S(M1Tetg 9.Digits indicate sire of lel"in inches. EXPIRES:12/31/2Q15 INA This design prepared from computer input by PACIFIC LUMBER-BC • • LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0° (COND. 2: Design checked for net(-5 psf) uplift at 24 'oc'spacing.f TC: 2x4 KDDF OiSBTR LOAD DURATION INCREASE = 1.35NOTE: Design assumes moisture content does BC: 2x4 KDDF 41HBTR SPACED 24.0" O.C. not to exceed 19% at time of manufacture. WEBS: 2x4 KDDF STAND LOADING Design conforms to main windforce-resisting LL( 25.0)401( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria, TC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSI BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD . 42.0 PSI Wind: 140 mph, h=15ft, TCDL-4.2,BCDL=6.0, ASCE 7,-10, (All Heights), Enclosed, Cat.2, Exp.B, MqRS(Dir), M-1.5x4 or equal at non-structural LL - 25 PSF Ground Snow (Pg) load duration factor-1.6, vertical members loon). Truss designed for wind beds LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP bearing wall for entire roan UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. , 4-00 1' 4 12 • 6.00 2- M-1.5x3 • 3 -•,' 4. M ) c.O 1 N M • x . a P -e imor Aar 4r0:002 M-3x4 M-1.4 5x3 t t .3 1 y . 1-00 4-00 • JOB NAME : 5019-D POLYGON - E3 scale: 0.6z08 Gj'- IN� �'0. WARNINGS: GENERAL NOTES,unless otherwise noted: �C • • II(-!$/ ' 1.Builder end erection contractor should be advised of all General Notes 1.This design b based only upon are parameters shown and Is for en Individual 1.'92 Truss: E3 and Warnings before construction commences. building component Appllabaiy of design aerometers and proper f • 2.204 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the buildingdesigner. / E0n'P 2.Design assumes the top and bottom chords t be laterally braced all - 2,Addidonattempotary bracing to insure slabley during construction 2 o.n.and at 10.a.e,respectively unless braced Ihrovghoul Nalr leeg1 by `.� . ' , DES. BY: MJ t*gra responsibility of the erector.Additional permanent bracing of condemns sheathing such as plywood sheethhtg(TC)andlordrywail(BC), /.� DATE; 11/26/2014 the.vent structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ��`(��( [t 4.No load should be applied to any component sell after alt bracing end 4.installation album Is the responslWli y of the respective centrector. /� N N. A, SEQ. : 612 6 0 8 9 fasteners aro complete and at no time should any loads greater then B.Design assumes trusses ere to be used m e non-conceive environment, 1- .,ti-,i,,-"k".design loads be applied to any component. and aro for"dry condition"of use. r 14•. T TRANS ID: 413 216 S.ComprlTfus has no control oust and assumes no reaponamialy for Wre e,Design assumes Ng bearing a1 all supports shown,Mtn or wedge N ` necessary. fi�R 11��- !Mutation.handing.shipment and Inateilaaen of component*. 7.Design assumes adequate drainege Is d. 6.This design Is furnished sublect tome Ilmaegons net TOM by a.Plates shall be located on both faces of truss,and placed so their center TPIANfines cide WM PIM center dem. . lig II}I1 X111 IIIA I111111I01I�1IIll MlTekk USA,IA In nc./CompuTrua Software 7.66(11)-E request. 15.Digits raewcoonn size rplatede q values see esR-Tait,ESR-1988(Wei) EXPIRES:12/3112615 1111111011 This design prepared from computer Input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DGP/Cq=1.00 IC: 2x4 KDDF SlOBTR LOAD DURATION INCREASE- 1.15 1-2-(-11) 50 2-4-10) 0 BC: 2x4 KDDF )416BTR SPACED 24.0" O.C. 2-3=(-55) 24 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -84/ 331V -5/ 370 5,50" 0.53 KDDF ( 625) 1'- 3.2" -66/ 33V 0/ ON 5.50" 0.05 KD,OF ( 625) 12 LL - 25 PSF Ground Snow (Pg) 1'- 6.0" -25/ 26V 0/ OH 1.50" 0.04 Kepi ( 625) 6.00 p LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND, 2: Design checked for net(-5 psf) uplift at 24 "ori spacing.1 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL - 0.003' H -1'- 0.0" Allowed u< 0.100" . AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX IL CREEP DEFL - -0.003' A -1'- 0.0" Allowed 0.133" MAX TC PANEL LL DEFL = -0.001" A 0'- 9,9" Allowed R 0.061" MAX TC PANEL TL DEFL = 0.001" A 0'- 9.9" Allowed k 0.091" MAX HORIZ. LL DEFL = -0.000" 8 1'- 5.2" MAX HORIZ. TL DEFL = -0.000" A 1'- 5.2" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. ,WIIIIIIIIIIIIIIIIIII Design conforms to main windforce-resistisystem and components and cladding criteria. Wind: 140 mph, h-15ft, TCDL=4.2,BCDL-6.0, ASCE 4-10, o )All Heights), Enclosed, Cat.2, Exp.B, MIfFRS(Dir), r load duration factor-1.6, I. o Truss designed for wind loads r,- r in the plane of the truss only. .. a ci EM M-3x4 ' t • . • • 3. .8 3, • 1-00 1-06 IPROVIDE FULL BEARINGJJts:2,4,31 JOB NAME : 5019-D POLYGON - EJ Scale: 1.B1D3 ��` NQ "°}pya_�7��0. WARNINGS: GENERAL NOTES,unless otherwise noted: �_ f,'�•+�r��� `p'CC �`)a 1.Builder and erection contractor should be advised of an General Moles t,This design b boned only upon the parameters shown and Is for an indMdust a ..94 0°P C. ' r Truss: EJ and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be Installed where shown.s. Incorporation of component is the responslbi of the building designer.Ary ]t .. a.Additional temporary bumble to insure stability during conetnrceon 2.Design and at 10'0t.0 top and hely unless bbr lobe laterally tented e( DES' BY: MS Is Mle responsibility of the erector.Additional permanent(racing of ccontin at 10'ling suchrespas p yonBathed(FC)and/or dna unit(pBth by �, �, DATE: 11/26/2014 the overall Michas is the res onsite 2xI pct sheanginr such l plywoodsured wfrnn S ownordrywall(EC). Cr gdY of me until after s.ax Impact hof tors or lateral bscing ily n required where shown++ - wc. 4.No lead should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. • ,} SEQ. : 612 6 0 9 4 fasteners are complete and at no lime should any loads greater then 5.Design assumes trusses are to be used In a non-corrosive environment, OREGON Qr N. A. design loads be applied to any component. and ere for"dry condition^of use. i✓ Q TRANS I D: 413 216 e y responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge H JQ. 14 2' is ' 6.C True nes no control over and assumes no ro ty necessary. /fir c�T feodcanon,handling,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. if i A`t„L 6.This design Is furnished subject to the limitations set forth by 6.Plates shall be located on tenth laces of truss,and placed so their center I ILII I III(III ILII I II pill VIII ISI IIII TPINWCA In BOK copies of which will be furnished upon Welk SA,IncfCO pu7 9 Softwa e g 6(1 squash 10.For bsslo connector plate design values see ESR-1311,EER-19e9 Welt)9.Nits indicate size of plate in Inches. EXP.IRES:12/31/205 Dell I1I1I11` J This design prepared from computer :_input by 14 PACIR'TC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DD,F/Cg'1.00 TC; 2x4 KDDF @1BBTR LOAD DURATION INCREASE - 1,15 1-2-) 0) 72 2-4=(0) 0 BC: 2x4 RODE' 8ISBTR SPACED 24.0" D.C. 2-3'(-71) 97 ,. i TC LATERAL SUPPORT <- 12"0C. UOW. LOADING BC LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE BEARING MAX VERT MAX HORZ BAG REQUIRED,'BAG AREA DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12,0" 0.0" TOTAL LOAD = 42.0 POE 0'- 0.0" -116/ 306V -15/ 61H 5.50" 0.49 KCDF ( 625) 1'- 1.3" -58/ 129V 0/ OH 1.50" 0.21 RUDE ( 625) LL • 25 PSF Ground Snow (Pg) 6'- 0,0" 0/ 48V 0/ OH 5.50" 0.08 )(EDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL r P. Des gn checked or net(- ps ) up r. t at 'or spacing. REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET, VERTICAL DEFLECTION LIMITS; LL-L/240, IL-L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL • -0.002" 0 -1'- 0.0" Allowed r 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX IL CREEP DEFL • -0.003" @ -1'- 0.0" Allowed- 0.133" 1-02 MAX TC PANEL LL DEFL = 0.001" a 0'- 8.7" Allowed- 0.059" MAX TC PANEL TL DEFL = -0.001" @ 0'- 8.7" Allowed. 0.089" T '( MAX BC PANEL LL DEFL - 0.006" @ 2'- 8.6" Allowed= 0.254" MAX BC PANEL TL DEFL = -0.019" @ 3'- 3.8" Allowed.= 0.339" 12 10.00(77 MAX HORIZ. LL DEFL - -0.000" @ 1'- 1,3" MAX HORIZ. TL DEFL - 0.000" @ 1'- 1,3." NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-reaiatir•'g system and components and cladding criter`'a. Wind: 140 mph, h=19.7ft, TCDL-4.2,8CDL'6.0, ASCE:7-10, (All Heights), Enclosed, Cat.2, Exp.!), M41:RS)Dir), '� Wo load duration factor-1.6, ) : Truss designed for wind loads • o in the plane of the truss only. 1 n N I O Et•�� Et•�. 4 1 . M-3x4 f t • 1-00 IPRoviDE FULL BEARING)Jts:2,3,41 6-00 o PROpe,. JOB NAME : 5019-D POLYGON - J1 . �iN ts, Scale: 0.6905 �. N a WARNINGS: GENERAL NOTES,unless otherwise noted: �.. I.•2 f 1P E ' C' 1.Bulkier and erection conlrador should be advised of all General Moles 1.This design k based only upon the parameter;Shown and Is for an indlNduei Truss: JI and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2e4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. . 2.Design assumes the top end bosom chords to be laterally braced at DES. BY MJ 5.Additional temporary Mooing to Insure stability during construction Toe,o,end at til o ar,respectively unless braced ihreughoul Ihelr lengg�h by `,w .601111..! is the responsibility of the erector.AddRess)permanent Mating of continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). 4 (t' DATE: 11/26/2014 the overall structure Is the responsiblety of the building designer. 3.TX Impact bridgm0 or lateral braotng walked where shown++ OREGQN 4 4,No bad Mould be applied to any component tint alter all bracing and 4.Installation of truss Is the responsarltay of the respective contractor, s�' SEQ. : 612 6 0 91 fasteners are complete and at no ame should any loads greater than E.Design assumes busses are o be used in a non.00noslve environment, '4� 219 y �'t TRANS I D: 413 216 design bads be applied to any component, end are for"dry condition"of use. 2 • s.CompvTrus has no control over and ascend no responsibility for the e,Design assumes fug boating at as supporta shown,Shim or wedge If O. 1'4 4(jP fabrication,hamdibg,shipment and Instigation of components. necessary. 'q R RIO- 7.Passumes el adequate ne ohdrainage hfI as,eI �{ t e.This design Ls furnished subject to the limitations sal forth by s.Plates shall be located on both faces o truss,and placed so theg center r 11111 i�i�l II 131 AIIi gil'IIII III11 Il l 1111 MiTekTiobCA In SCSI,copiesmpof which wilt re 7.6.8(1amished upon request. int center lines. g Oleins lines coincide Indkate she of plate In incites. EXPIRES:12!3112015 1 `FAVI I) 111 tat 1111 USA,MafCom uTrus Software 7.6.8(1 L).E 1o.For bask connector plate design values see ESR-1311,EBR•IaHH(MtTek) 11111111111 This design prepared from computer ;input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4NR/DEF/Cq=1.00 TC: 2x4 KDDF 014BTR LOAD DURATION INCREASE - 1,15 1-2=) 0) 72 2-4=(0') 0 BC: 2x4 (UAW 41&BTR SPACED 24.0" O.C. 2-3"(-60) 58 TC LATERAL SUPPORT <- 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)tDL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. ;(SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -41/ 303V -27/ 91H 5.50" 0.49 KCDF ( 625) 2'- 3.6" -124/ 112V 0/ OH 1.50" 0.18 KD,,DF ( 625) LL= 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 50V 0/ OH 5.50" 0.08 KDDF ( 625) • LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. : Des gn checked or net( ps up 't at CC'spacing, REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. v¢RTICAL DSFLECTION LIMITS: LL=L/290, TL=L/18'0 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" 8 -1'- 0:0" Allowed 1. 0.100" 2-04-06 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" a -1'- 0.0" Allowed,• 0,133" 1 T MAX TC PANEL LL DEFL = -0.004" a 1'- 5.5" Allowed= 0.165" MAX TC PANEL TL DEFL = -0.007" 8 1'- 3.6° Allowed p 0.247" 12 MAX BC PANEL LL DEFL - 0.008" 82'- 8.6" Allowed:-' 0.254" 10.00 MAX BC PANEL IL DEFL - -0.023" 0 3'- 3.8" Allowed'= 0.339" MAX HORIZ. LL DEFL = 0.000" 8 2'- 3.6" MAX HORIZ. TL DEFL = 0.000" a 2'- 3.6" a NOTE: Design assumes moisture cor.'tent does not to exceed 19% at time of manufacture. `� Design conforms to main windforce-resisting system and components and cladding criteria. t- Wind: 140 mph, h-20.2ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, 11 (All Heights), Enclosed, Cat.2, Exp.B, Mte1FRS(Dir), cl load duration factor-1.6, I Truss designed for wind loads `� in the plane of the truss only. a 01-3x4 i i 1 / 1 1-00 'PROVIDE FULL BEARINGilts:2,3,4' 6-00 ' • I JOB NAME : 5019-D POLYGON - J2 Scale: 0.6530 `5'`'.N !! N !'sates WARNINGS: GENERAL NOTES,Unless otheneiseWMted: <4. l/Z6/ t 2-� 1.Builder end erection contractor should be advised of all General Notes 1.This design Is basad only upon the parameters shown and is for an individual CC*.* !92 s*PE . c". Truss: J2 end Warnings before construction commences. bulking Component.Applicability of design parameters end proper 2.2x4 compression web bracing must be installed where shown+. Incorporailon of component b the responsibility of the building designer. 3.Additional temporary bracing to insure slebBRy dud's'comtnMlon 2.Dodge assumes the top and bottom chords to be laterally braced at DES. BY: NJ A the real temporary erty cline erector.ureAdst nal during co bracing of 2'0.0.and al 10'o.a respectively unless braced throughout their length by , ,, 0111111" '' ' continuous sheathing such as plywood sheathing(TD)and!or dryweO(Bc), DATE: 11/26/2014 the overat)structure Is the responsibility of Me building designer. 3.2x impact bridging or lateral bracing required where shown++ OREGON 'K SEQ 4.No load should be applied to any Component until ager all bracing and 4.installation of truss Is the responsibility of the respective contractor. . '�, n-O N C . E6J S Gy/. : 6126092 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non•eormsive environment, -�+ 4f design keds be applied to any component, and are for'dry condtlon'of me. r V. 1.Y ^ TRANS I D: 413 216 b.Design assumes NII bearing et all supports shown.Shim or wedge if �j P S.cur surras hoe no control ever and assumes no responsibility for the necessary. 14 Lp: {� fabrication,handling.shipment end Instem8on 01 components. 7.Design assumes adequate drainage is provided. i:��} �,- �' ���I I I�I��ll� II I�Ii�I II� �I III 8.This design is furnished subject to the SM Oons Set forth by 8.Plates shag be located on both faces of W ss,and placed so their center ; . TPUYVrCA In SCSI,copies of which will be furnished upon request. lines coincidetwith joint area'lines, H.Digits Indicate size of plate in Inches. t MTekUSA,InciCompuTruaSottware7.8.8(IL)-E 10.Per basic connector plate desgnvalues see ESR-1311,ESR-laea(Waki EXPIRES:12/31/2015 • 111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq-1.00 TC: 2x4 MODE 816STR LORD DURATION INCREASE - 1.15 1-2=( 0) 72 2-6-(-27) 48 6-5'=( 0) 13 BC: 2x4 MODE #168TR SPACED 24.0" O.C. 2-3=(-117) 0 6-7-( 0) 0 5-:i. ( 0) 52 WEBS: 2x4 KDDF STAND 3-4-( -23) 30 5-8=(-41) 87 3-Em(-66) 41 LOADING TC LATERAL SUPPORT (- 12"OC. UON. LL( 25.0)+DLI 7.0) ON TOP CHORD - 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX H0R2 BRG REQUIRED,BAG AREA TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -42/ 301V -27/ 910 5.50" 0.48 KI:DF 1 625) LL = 25 PSI'Ground Snow (Pg) 2'- 3.6" -128/ 85V 0/ OH 1.50" 0.14 MODE ( 625) 6'- 0.0" 0/ 64V 0/ OH 5.50" 0.10 KW ) 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012•NOT BEING MET. OND. : Design chec e. or nett- ps ) up ft at 4 oc spat ng. 2-04-06 T (BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL=1/160 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - -0.002" 0 -1'- 0.0" Allowed 0.100" 12 MAX TL CREEP DEFL - -0.003" 6 -1'- 0.0" Allowedly 0.133" 10.00 7MAX LL DEFL - 0.002" 6 1'- 4.4" Allowed' 0.089" MAX TL CREEP DEFL - -0.002" 6 1'- 3.7" Allowed;- 0.119" MAX LL DEFL - 0.000" 8 5'- 3.8" Allowed= 0.159" -1 MAX BC PANEL TL DEFL - -0.013" 8 3'- 2.0" Allowed'- 0.211" MAX HORIZ. LL DEFL - -0.002" 8 5'- 3.6' 14-4x6 I( MAX HORIZ. TL DEFL = 0.002" 6 5'- 3,bP r4 NOTE: Design assumes moisture coc'cent does # o not to exceed 19% at time of mend:acture. .K Design conforms to main windforce-resisting �� system and components and cladding criterira. t Ico MIS Wind: 140 mph, h-20.2ft, TCDL=4.2,BCDL=6.0, ASCII 7-10, -i i (All Heights), Enclosed, Cat.2, Exp.B, Mt)FRS(Dir), I A load duration factor-1.6, C7 PIA r CO M-3x4 Truss designed for wind loads o .�f/- ' © in the plane of the truss only, f M-3x9 M-3x4 M-3x4 Y Y Y , 1-03-12 4-08-04 i Y .1 Y r 1-00 1-05-08 4-06-08 Y Y Y Y 2-05-08 1-00 3-06-08 • Y 1 • 6-00 • IPROVIDE FULL BEARINGJJts: ,4,01 • JOB NAME : 5019-D POLYGON - J2C scat 0.5717 . \AGINOFe4'`r7p WARNINGS: GENERAL NOTES,unless otherwise noted; 11‹,: rl�//n 5-' • I.Builder and erection contractor should be advised of all General Motes 1.Thle design Is baled only upon the parameters shown and Is for an Individual 7 G P E r" i. Truss: J2C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing meet be Installed where shown+, incorporation of component Is the responsibility of the building designer. ,. 3,Atldxlonsf temporary bracing to Insure stability Swing contraction 2.Design assumes the top and bottom Moms to be laterally braced at f rr, .. DES. SY: MJ2'OA.and al 10'o.x,respectively unless braced thhmughout their length by k the responsibility of the erector.Additional permanent bradng of continuous sheathing such as plywood shealbgp(TC)endtor drywag(BC). DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bddging or lateral bracing required where shown++ --74 OREGON 1C/ 4,Na load should be append to any component urea after ail bracing and 4.Instailetlan of eves Is the responsibility of the respective contractor. SEQ. : 6126093 fasteners are complete end at no lime should any loads greater than S.Design assumes trusses are to be used In a noncorrosive environment. , X99 \ design leads be applied to any comp sent. and am for"dry condpian'or Sac. 7 TRANS Y D: 413 216 5.CompuTres Nes no control over and assumes en responsibility fur the 6.Design assumes h81 bearing at all supports shown.Shimor wedge H Q' r 14 {i5� febricalton,handl) nacegsery. f(1 tyl-� .. handling,shipment and Installation of components. 7.nares assumes adequate drainage la provided. T'1��," e.This design Is furnished subject to the imitations set forth by 8.Plates shell be located on both feces Oboes,end(dated so their center . '. Illi 11111 1111 Ili III I 1111 11111 � 1 III fill TPINVECA In 8C31,copies of which will be furnished upon request. fines Indicate with Joint p aomernche. 111ft� fly` I 9.Diggs with of plata in Inches. MITek USA,IncfCOrripuTnl9 Software 7.6.6(1 L)-Z 10.For basic connector plate dea(gn values see ORA 311,ESR•1H88(Welt) . e 101111111111 This design prepared from computer (input by PACIFIC LUMBER-BC r LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/D14'/Cgm1,00 IC: 2x4 KDDF 014BTR LOAD DURATION INCREASE = 1.15 1-2-( 0) 72 2-4=(4) 0 BC: 2x4 KDDF 61&BTR SPACED 24.0" O.C. 2-3-(-82) 76 TC LATERAL SUPPORT <' 12"0C. UON. LOADING BC LATERAL SUPPORT <- 12"0C. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD " 32.0 PSE BEARING MAX VERT MAX BIORZ BRG REQUIREDGBRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. '(SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD " 42.0 PSF 0'- 0.0" -29/ 335V -40/ 122N 5.50" 0.54 KDDF ( 625) 3'- 6,0" -127/ 128V 0/ OH 1.50" 0.21 KUOF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 5SV 0/ OH 5.50" 0.09 KDbF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. Design checke. or net(- ps ) upli t at 4 'ori spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=1./240, TL"L/1P0 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" 0 -1'- 0.0" Allowed is 0.100" 3-06-12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" Q -1'- 0.0" Allowed p 0.133" T f MAX LL DEFL " 0.000" 6 0'- 0.0" Allowed L 0.099" MAX TL CREEP DEFL= 0.000" 6 0'- 0.0" Allowed L 0.132" 12 MAX TC PANEL LL DEFL - 0.017" 0 1'- 11.7" Allowed= 0.269" 10.00 p MAX BC PANEL TL DEFL - -0.032" 8 3'- 1.4" Allowed a 0.339" MAX HORI2. LL DEFL = -0.000" 0 3'- 6.0" MAX HORIZ. TL DEFL - 0.000" 6 3'- 64" 0NOTE: Design assumes moisture content does not to exceed 19% at time of mancfacture. Design conforms to main windforce-resisting system and components and cladding criteria. r- 4( Wind: 140 mph, h-20.7ft, TCDL-4.2,BCOL-6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MP?iRS(Dir), I load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. M '-r...- 4 t I a PETE.,44 i M-3x4 f t t 1. 1 y ,I y 1-00 PROVIDE FULL BEARING;Jts:2,3,416-00 i JOB NAME : 5019-D POLYGON - J3 Scale: 0.6039 \G��� N[:(}�Ny�FjF^ s/O' WARNINGS: GENERAL NOTES,unless otherwise noted: (/f2412 /!1 �`p -r 1.Builder and erection cosrador should be advised of all General Notes I.ThIs design is based only upon the parameters shown and Is for en IndMduai 4. ..9 0 r G '. r Truss: V 3 and Warnings before ooamnWgen commences. building component,Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, Incorporation of component Is the responsmsey of the building designer. /� + 3.Additional temporary bracing to Insure stability during Conalrumdbn 2.Design assumes the top and bottom chords to be laterally braced d .. . DES. B Y: MJ Is the rnal t e somaibiPty braeldie ereddnr.Insure slebttitional yd uri n c bracing of 2'c.c,and at Io'es.respectively unless braced throughout their length by .,s0', continuous sheathing such as plywood sheething(TO)andlar drywall(SC). n r'�r�t�' DATE: 11/26/2014 the overall structure is the teaponsiblity of the building designer, 3.2x Impact bridging or lateral tracing required where shown++ OREGO v 4.No load should be applied to any component until after ail bracing end 4.Installation of truss is the responeibiltyof the respectIve contractor. ."�/ v SEQ. : 6 7 2 6()9 4 fasteners are complete and at no Owe should any bads greater than &Design assumes trusses are to be used Ina non-corroshre environment, v �lgY O+y design loads be applied to any Component. and are for"dry condition'of use. l) 14. V "E" TRANS I D: 913 216 b,CompuTnro has no control over and assumes no responsibility my for the e.Design assumes full bearing at all supporta shown.Shim or wedge it �j P fabrication,handling,shipment and installation of components. necessary. .:"'F `� 7.Design assumes adequate on m provisos. A R l{,. O.This design is furnished subtectto the limitations net forth by s.plates shag be looted on both feces o buss,end placed an their center *Ube hirnished upon lines t center lines. i 111111 VIII lID III VIII Ii II SII IIIi SII MITe1TP1 c USA,(nciCompuTrua A In SCSI,copies of Software 7.6.6(11)-E request. 10 For basic kle with biome design values se.ESR-tat t,ESR•igs8(Weld 5.Digits indicate size of plate 1n inches. EXPIRES:12/31/2i:i5 11100111111111 This design prepared from computer ;input by Iltl PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" I8C 2012 MAX MEMBER FORCES 4WR/DiF/Cq-1.00 SC: 2x4 RODE i16BTR LOAD DURATION INCREASE - 1.15 1-2-( 0) 72 2-6'(-52) 89 6-5") 0) 18 BC: 2x4 KDDF 814BTR SPACED 24.0" 0.C. 2-3•(-171) 20 5-7-(-68) 114 5-3m( 0) 51 WEBS: 2x4 RODE STAND 3-4'1 -24) 34 3-7=(-127) 76 LOADING TC LATERAL SUPPORT <- 12"0C. UON. LL) 25.0)+01( 7.0) ON TOP CHORD - 32.0 PSF ' BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX BORE BAG REQUIRED;BRG AREA TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. ;(SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -41/ 343V -40/ 1228 5.50" 0.55 HEDE ( 625) LL - 25 PSF Ground Snow (Pg) 3'- 6.0" -100/ 69v 0/ OH 1.50" 0.11 RODE ( 625) 6'- 0.0" 0/ 910 0/ OH 5.50" 0.15 KCDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oC spec no.' BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL'L/240, TL-L/1813 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed: 0.100" 3-06-12 MAX TL CREEP DEFL ' -0.003" @ -1'- 0.0" Allowed - 0.133" 1' '( MAX TL CREEP DEFL - -0.005" 6 2'- 3.8" Allowed;, 0.199" 12 MAX LL DEFL • 0.000" @ 0'- 0.0" Allowed 0.099" MAX TC PANEL LL DEFL • 0.005" @ 1'- 1.1" Allowed= 0.159" 10.00 7 MAX BC PANEL TL DEFL - -0.009" @ 3'- 7,4" Allowed ¢ 0.186" MAX HORIE. LL DEFL - -0.004" 0 5'- 7.5," 14-4x6 10 MAX HORIZ. TL DEFL - 0.005" 8 5'- 7.5' NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. � 'i' Design conforms to main windforce-resisting E0 system and components and cladding criteria. Csl Wind: 140 mph, h-20,7ft, TCDL-4.2,BCDL-6.0, ASCE.,7-10, (All Heights), Enclosed, Cat.2, Exp.B, MYAFRS(Dir), load duration factor-1.6, Truss designed for wind loads IN . in the plane of the truss only. toe o- vEms. a • o �� i �' o M-1.5x3 ' t it 'o 0 M-3x4 M-3x4 14-3x4 , • 1 J. l ` 2-03-12 3-08-09 y 1, Y 1 1-00 2-05-08 6-00 3-06-08 'PROVIDE FULL BgARING;dts:2,4,71 . JOB NAME : 5019-D POLYGON - J3C • `�°G N° Y"tsi. Scale: 0.5651 44r`� .{GNI ^7r,A' ay WARNINGS: GENERAL NOTES,unless otherwise noted: AAAAAy rD7t� 1.Builder and erection contractor should be advised of a8 General Notes 1.This design is based only upon the parameters sham and is for Co Individual �. ;9211PE r, : r' Truss: J3C and Warnings before construction commences. building component.Apploabaiy of design parameters and proper 2.2x4 compression web braving must be Instilled where shown+. Incorporation of component b the responsibility of the building designer. ,-• 2.Design assumes the lop and bottom chords to be laterally braced e( DES. BY: MJ 3.Additional temporary bracing to insure stability tivdog construction 2'o,c.and at 10'o.c.respedivety unless Nosed throughout then length by �. is Oto responsbil87r of me erector.Additional permanent bracing of continuous sheathing such as plywood shealhing(rC)and/or drywas(BC). �!'._.toy. . DATE: 11/26/2014 the overall structure Is the responsibility atm bultalns designer. 3.20 Impact bridging or lateral bracing required where shown 0, 4.Na bed should be spp8ed to any component until after all bracing and 4.installation oftmss Is the responsibility of the respective contractor, 'y. OREGON � SEQ. : 6126095 fasteners are complete end at no time should any toads greater than H.Design assumes muses are to be used in a mon.correstve environment, f ?9,g.Y pN 2141 design loads be applied to any component and aro for'My condition'of use. Q;- 14 !�, "'�^ TRANS I D: 413 216 5.CompuTms has no control over end assumes no responsibility for the 8.Design assumes NA bearing at as supporta shown.Shim er wedge it p1Q` fabrication,handling.shipment and hlstaitellon of components. necessary, , P 7,Dater assumshell adequateadonboth eG musu,a. RR r r 0.'this despn Is famished subject la me ArMletions set forth by e.Plates shall be iooalad on both hoes of Wsa,ani placed ao(hek center ) 11111 111 II1 II I II 11111 �( 11111 1111 1111 TPYNttCA in 8C31,copies of which coil be furnished upon request. 8.linescoincide Indicate with size))of plate to inches. • 111111 1I I MITek USA,Inc./CompuTtus Software 7.8.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1088 0W1'ex) EXPIRES:12/31/2015 1111 11 Ill! This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4HR/D11F/Cq-1.00 TC: 2x4 KDDF 8168T0 LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(C;) 0 BC: 2x4 KDDF 0I&BTR SPACED 24.0' O.C. 2-3-(-109) 95 f TC LATERAL SUPPORT <- 12"0C. UON, LOADING BC LATERAL SUPPORT <- 12"00. UON. LL( 25.0)+0LI 7.0) ON TOP CHORD - 32,0 PSI' BEARING MAX VERT MAX HORZ BAG REQUIRED.BEG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. .(SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -24/ 369V -53/ 153H 5.50" 0,59 KDDF ( 625) 4'- 8.4" -118/ 148V 0/ ON 1.50" 0.24 Kr,,7F ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 64V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL rOND. 2: Design checked for net(-5 peg) uplift at 24 "or spacing.] REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/1B0 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL - -0.002' a -1'- 0,0" Allowed 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX IL CREEP DEFL - -0.003" 8 -1'- 0.0" Allowed w 0.133" MAX LL VIOL - 0.000" 0 0'- 0,0" Allowed` 0,039" 4-09-03 MAX TL CREEP DEFL - 0.000" 0 0'- 0,0" Allowed'. 0.052" I 4 MAX TC PANEL LL DEFL - 0.054" 0 2'- 8.9" Allowed`= 0.374" MAX TC PANEL TL DEFL - -0.052" 8 2'- 7.0" Allowed' 0.561" 12 MAX HORIZ. LL DEFL - -0.001" 0 4'- 8.4" 10,00 )1 MAX HORIZ. TL DEFL - -0.001" a 4'- 8.4" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. I-- Wind: 140 mph, h-21.2ft, TCDL=4.2,8CDL-6.0, ASCE•7-10, of (All Heights), Enclosed, Cat.2, Exp.B, MIOFRS(Dir), wr load duration factor-1.6, of Truss designed for wind loads v in the plane of the truss only. ' .k( � O I_� o 0.--=-4 ► 4 - M-3x4 l ), } 1-00 6-00 PROVIDE FULL BEARINGtJts:2,3,4J JOB NAME : 5019-D POLYGON - J4 Scale: 0.5252 5S'1/1/26///7 A/G N �� IQ WARNINGS: GENERAL NOTES,unless otherwise noted: 4. kr l�l"�� ' �. 1.Header and erection contractor should be advised of es General Notes 1.111$deslyn Is based only upon the parameters shown and Is toren IrIdMdual �' 19).211/PE. r Truss: J9 and Warnings beton construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. intxwporalbn of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure debility during conatn ceeo 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ 2'o.o.and at 10'on.respectively unless braced throughout their length by Lc Ste responsibility oldie erector.Additional permanent bracing of continuous sheathing such as plywood sheething(TC)andlordrywelHBC). ' it DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3,2x Impact bridging or lateral bradng'cocked where shown 4* yy�� � 4.No load should be appNed to any component untl alter all bracing and 4,Inilallaecn of truss Is the responsibility of the respective contractor. "p •v ' SEQ. : 612 6 0 9 6 fasteners are complete and at no time should any loads greater Men 5.Design assumes trusses era to be used in a nan•sarroslve environment, �� 79 �O"t , � design bads be applied M any component. end ars for"dry condition"of use, Y TRANS I : 413 216 a.CampuTrs has no control over and assumes no responsibility for the a.Design assumes full beating at altsuppadc shown.Shim orwedga If d 14 r )P. fabrication,handling,shipment end installation of components. 7.Desiin a semen adequate drakuge Is provided. 414f7 r1 tt-V 8.This design Is furnished subject to the Imaedons set forth by 9.Plates shall be Iocstofdpon both faces o truss,russ,and placed so their canter .. nt center lines, ILII 1 1 11111 X111111111111011 Ill Mu sic USA(nc.lCornpuTfvCA In SCSI,copies of e Softwafeh will be f 7.6.6(1L)E umbhed upon�a�L 10.Digits bsfines coincide dcate size ipalate In In aiuee see BSR 1311,ESR-18H8(MRek) EXPIRES:12/31/2015 l l • This design prepared from computer input by I11I114i11I111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/Dt(F/Cq-1.00 TC: 2x4 KDDF II1OBTR LOAD DURATION INCREASE - 1.15 1-2-( 0) 72 2-6-( -931 129 6-5=1 0) 18 BC: 2x4 RODE B160TR SPACED 24,0" O.C. 2-3-(-214) 36 5-7-(-121) 165 5-3+(., 0) 51 WEBS: 2x4 KDDF STAND 3-4-( -59) 45 3-7-(;=184) 135 LOADING TC LATERAL SUPPORT <- I2"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PS£ BEARING MAX VERT MAX HOAZ BRG REQUIRfi4 BRG AREA TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -30/ 375V -53/ 153H 5.50" 0.60 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 4'- 8.4" -85/ 87V 0/ 0H 1.50" 0.14 ((MF ) 625) 6'- 0.0" -1/ 115V 0/ OH 5.50" 0.18 KCDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL • REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING HET. COBB.( 2; Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 4-09-03 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL + -0.002" @ -1'- 0.0" Allowed r 0.100" 1' 4 MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed 0.133" MAX LL DEFL - 0.005" 0 2'- 3.8" Allowed,. 0.209" -., MAX TI.CREEP DEFL - -0.007" 0 2'- 3.8" Allowed = 0.279" 12 MAX LL DEFL - 0.000' 8 0'- 0.0" Allowed 0.039" 10.007' i4 MAX TL CREEP DEFL- 0.000" @ 0'- 0.0" Allowed m 0.052" MAX HORIZ. LI. DEFL - -0.007" @ 5'- 7.5" MAX RORIZ. TL DEFL - 0.007" @ 5'- 7.5" NOTE; Design assumes moisture content does 14-4x6 ,ei not to exceed 19% at time of manufacture. i Design conforms to main windforce-resisting r. system and components and cladding criteria. . Ai Wind: 140 mph, h-21.2ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, M&FRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. in '. �1 illY�. c ��IR o 14-1.5x3 i I �y I O O M-3x4 M-3x4 14-3x4 i 4 } } } 2-03-12 3-08-04 • • } } } } 1-00 2-05-08 6-00 3-06-08 !PROVIDE POLL BEARING7Jts:2,4,71 • JOB NAME : 5019-D POLYGON - J40 Scale: 0.5182 \�,<,,..GpN��F ,, WARNINGS: GENERAL NOTES,unless otherwise noted: �v C r//25 17 • 1.Builder and erection contractor should be advised stall General Notes 1.This design Is based only upon the parameters sham and is for an Indlduat +7�. �.P C. r r Truss: J 4 C and Wammgs before construction commences. building component.ApplIcebilOy o design parameters and proper /� 2.2x4 compression web bracing must be Metalled where shown*. Incorporation of component Is the responsibility of the butdingdesigner. / /' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda lobe laterally braced at DES. BY: MJ Is the responsibility of the erector.Additions!permanent bracing of 2'on and at 10'ma respectively unless braced througheut their length by po ly P ti continuous sheathing such as plywood sheelhig(1C)and/or 8rywati(3C). DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ n 4.No load should be appied to any component until after all bracing and 4,tnstalfmlon of bass Is the reeponsibl5y of the respective contractor. 7. O RE CON t. y r SEQ. : 6126097 fasteners ere complete and at no time should any beds greater than 5.Design assumes trusses are to be used Inc noncorrosive environment `+�' X9,9 y O� As' design bads be applied to an component. and aro for'dry condition"of use. 2 . TRANS Z D: 413 216 ° n controly6.and are aor'dry MI bion"of t all supports shown.Bhlm or wedge If �� 5.CompuTres has no aver end assumes no responsibility for the n Q1 fabrication,handing,shipment and installation of components. 7.Designecen assumes adequate drainage Is provided. '$r7 8.10- 6.This design Is furnished subject to the imitations set forth by S.pates shall be located ppo7n both faces of buss,and pieced so their canter ' 1111I 1I�l11111 f I�III III III(II IHI MITch USA,Inc/CompuTrus SoftwareICA In SCSI,copies of which wil be f 7 668(1L)hed Z request. 1oint center lines. 0.Foorrbas�kConnectoOnes coincide wIth)rplat tides design es see ESR-1311,ESR-l5ee(Weld EXPIRES:12/31/2015 11111111111 III This design prepared from computer 'input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4HR/DD,F/Cq•1.00 TC: 2x4 ROOF 01&BTR LOAD DURATION INCREASE • 1.15 1-2•( 0) 72 2-4.16) 0 BC: 2x4 ROOF E1GBTR SPACED 24.0" O.C. 2-3=(-137) 115 • TC LATERAL SUPPORT <- 12"OC. DON. LOADING BC LATERAL SUPPORT <• 12"OC. UON. LL( 25,0)+DLI 7.0) ON TOP CHORD • 32.0 PSF BEARING MAX VERT MAX HORS ERG REQUIRED BRG AREA DL ON BOTTOM CHORD • 10,0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 402V -66/ 184H 5.50" 0.64 KCDF ( 625) 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KODF ( 625) • I LL = 25 PSF Ground Snow (Pg) 5'- 11.6" -107/ 168V 0/ OH 1.50" 0.27 NCO)" ( 625) 1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Des gn checked or net(- pa ) up ift at 24 "oc spacing, REQUIREMENTS OF IBC 2012 AND IRC 2012 1)01 BEING MET. VERTICAL DEFLECTION LIMITS: LL•L/240, TL•L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL • -0.002" 0 -1'- 0.0" Allowed'• 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL • -0.003" 0 -1'- 0.0" Allowed`- 0,133" MAX TC PANEL LL DEFL • 0.159" 0 3'- 7.1" Allowed�• 0.478" 5-11-09 MAX TC PANEL TL DEFL • -0.144" 9 3'- 4.8" Allowed 0,717" -i MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.6' MAX HORIZ. TL DEFL • -0.002" @ 5'- 10.8" )l)) NOTE: Design assumes moisture content does gilli° 12 not to exceed 194 at time of manufacture. 10.00 Design conforms to main windforce-resistit;g system and components and cladding criteria, Wind: 140 mph, h•Z1.7ft, TCDL•4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, ME`FRS(Dir), load duration factoz-1.6, ro Truss designed for wind loads =,. in the plane of the truss only. 0 t ini en 4 i y, o V. ` 4►--=4 -I i. P M-3x4 • • • 1 1 1. 1-00 6-00 'PROVIDE PULL BEARINGiJts:2,4,31 JOB NAME : 5019-D POLYGON - J5 '5".PR ofiF`rs, Scale: 0.4698 `�S' �r1 RQ. WARNINGS: GENERAL NOTES,unless otherwise noted: � ll/25/Pr. -v9 92•✓A.P�. 1.Holder and erection contractor should be advised of eh General Notes 1.This design is based only upon the parameters shown and Is for en Individual Truss: J rJ and Warnings before construceon commences. building component Applicability of 0.0150 pafamelara and proper 2.2x4 compression web bracing must be Installed where shave*. incorporation of component Is the responeibifity of the building designer. • 8.Additional temporary bnadng to Insure slsbUey during construction 2.Design assumes the top and bottom chords to be laterally braced at - . DES. BY: MJ2'a.c,and 61 10'o c.respectively unless braced throughout MO length by ;492.10.1. ..-.'- is the responsibility Ogle elector.Additional permanent bradng of continuous sheathing such as plywood ahesthYrg(Tc)andfordryxa8(BC). �'° 1y, DATE: 11/26/2014 the everaf structure Is the responsibity at the building designor• 3.Sc impact bridging or lateral brining required where shown++ *t a,Na load should be applied to any component until ager all bracIp and 4.Installation of truss is the responsibility of Ohs respective contractor. f 7 ,f_Q(�.E{�"Q�l �. 1f('. SEQ. : 612 6 0 9 8 taateners are complete and at no lime should any loode greater than 5,Design assumes busses ate to Be used In a norroonoshre environment, 'y design toads be applied to any component and aro for"dry condahme of use. <Q ��' 4 !Lfl T RAN S I D: 413 216 8,Design assumes tug beadle el all supports shown.Shim or wedge H e,Cempu7rus nes no control over and assumes no responsibility Mr Um necessary. g g .�fi� i L� P fabrication,handling,shipment end installetion of components. 7,Design assumes*derivate drainage in provided. I�MAI �'I III II����I,I I��IIII O.This design Is furnished subject to the It bearn set forth by 8.Plates shall be located on both feces or Wes,and placed so their center .. TINANTCA In SCSI,copies of which will furnished upon request, 9.Digtta indkeie with rejoint of ge�ntirei Inches. MiTek USA,InciCOmpu7ru8 Software 7,8.6(1 t)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(Wok) EXPIRES:12131l2O15 1E111111 This design prepared from computer Input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DC(F/Cq=1.00 TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE - 1.15 1-2"( 0) 72 2-6-(-150) 174 6-5") 0) 18 BC: 2x4 NODE @1&BTR SPACED 24.0" 0.C. 2-3•(-257) 55 5-7•(-194) 224 5-3•@. 0) 51 WEBS: 2x4 KDDE STAND 3-4-( -87) 66 3-7"+i-249) 216 LOADING • TC LATERAL SUPPORT <" 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <" 12"OC, UON. DL ON BOTTOM CHORD - 10.0 paF TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. .(SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -34/ 398V -66/ 1846 5.50" 0.64 RODE ( 625) LL - 25 POE Ground Snow (Pg) 5'- 7.5" -21/ 142V 0/ OH 5.50" 0.23 KDDF ( 625) 5'- 11.6" -69/ 108V 0/ OH 1.50" 0,17 KCDE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING HET. COND. resign c ec ed for net(- ps ) up t at 4 'oc.spacing. BOTTOM CHORD CHECKED FOR lOPBF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL"L/240, TL"L/180 1' 0.0" Allowed 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - -0.002" 8 - - MAX TL CREEP DEEL • -0.003" @ 1 0.0" Allowed 0.133" MAX LL DEFL • 0.008" 8 2'- 3.8" Allowed= 0.254" MAX TL CREEP DEFL - -0.009" @ 2'- 3.8" Allowed A 0.339" MAX BORIZ. LL DEFL " -0.010" @ 5'- 7.5' MAX HORIZ, TL DEFL " 0.010" @ 5'- 7.5" 5-12-09 NOTE: Design assumes moisture content does '( fnot to exceed 193 at time of manufacture, -e Design conforms to main windforce-resisting system and components and cladding criteria. 10.00 12 Wind: 140 mph, h-21.7ft, TCDL•4.2,BCDL"6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, Mt.FRS(Dir), load duration factor"1.6, End vertical(s) are exposed to wind, in Truss designed for wind loads •'r' in the plane of the truss only. M-4x6 0 , it • enpPo' ,-+ • -,.. l o + 1�o°" o M-1.5x3 c' M-3x4 w o M-3x4 M-3x4 1 1 1 2-03-12 3-08-04 1 1 J, l . 1-00 2-05-08 6-00 3-06-08 PROVIDE FULL BEARING;4ts:2,7,41 JOB NAME : 5019-D POLYGON - J5C Scale: 0.3621 .<c, N ��661 11/26'/ t. WARNINGS: GENERAL NOTES,unless otherwise noted: r� 1.Builder and erection contractor should be advised of ad General Notes 1,this design Is based only upon the parameters shown end Is for an Individual -921•.p E. • r- Truss: 35C and Warnings before construction commences. baildlog component.Appllcabkay of design parameters and proper .. 2.2x4 compression web bracing must be Installed where shown+. incorporation ofcompenent Is the responsibility of the budding designer. . 2.Design assumes the top and bottom chards to be laterally braced at . 3,Additional temporary bracing to insure stability dining construction 2'o.e.and at to o,c.respedMiy unless braced throughout their k by � DES. B Y: MJ Is me responsibility of the erodes.Additional permanent bracing of continuous sheathing such as plywood sheaths g(rC)and/or drywall C). . DATE: 11/26/2014 the overall structure Is the responslb�y of the budding designer. 3.2x impact bridging or lateral bractng required where shown++ A OREGON . 4,No load should be applied to any component ant)abet a8 bracing and 4.Installation of truss Is the responsibility of the respective coetredor. �:.„,...11, SEQ. : 6126099 fasteners are complete and at no Oma should any loads greater than 5.Design assumes oases are to be used In a non.00rroshe em4romm�t, '. '✓,1 y aN TRANS T D: 413 216 design loads be applied to any oompnem, and are for"dry condition'of use. pP 0 G'.A. '�'� Q' • 5.CompuTnrs has no control over and assumes no reaponatbi(ey for the 8.Dean assumes ton beedn st alt supports shown.Shim"wedge if Y/ p) necessary. ,L fi t 4 fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage Is provided, ti L?^ 8.This design Is furnished subject to the limitations set forth by 8.Plates shag ba reeled on both faces of Was,and placed so their center 1111111111111111011111111111111111 TPCA In SCSI,copies of which vrill be furnished upon reques Wel(USA,ind/CompuTrus Sofhv a+7.6.6SP1( Et 10. eob nclde doventerJoint Foeedwnn connector plate ueasea ESE-1311,ESR-lana(MiTak) EXPIRES:12/31/2615 01111111111 This design prepared from computer input by IIIYY PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg"1.00 TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE • 1,15 1-2-( 0) 72 2-5"16.3 0 BC: 2x4 KDDF 816BTR SPACED 24,0" O.C. 2-3-(-217) 192 3-4-1-115) 66 TC LATERAL SUPPORT <- 12"OC. UON. LOADING BC LATERAL SUPPORT <- 12"OC. UON. LL( 25.Q)+DL( 7.0) ON TOP CHORD - 32.0 PSF DL ON BOTTOM CHORD- 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED'BOG ARCA OVERHANGS: 12.0" 0.0" TOTAL LOAD • 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. '(SPECIES) 0'- 0.0" -24/ 377V -79/ 216H 5.50" 0.60 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 RODE ( 625) 5'- 11.2" -242/ 398V 0/ OH 1.50" 0.51 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 2,0" -108/ 58V 0/ OH 1.50" 0.09 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ' '• : resign c ace• or net( ps ) upi t at 'spacxng. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL"L/160 MAX LL DEFL " -0.002" 8 -1'- 0.0" Allowed'" 0.100" '? MAX TL CREEP DEFL - -0.003" 8 -1'- 0.0" Allowed!. 0.133" MAX TC PANEL LL DEFL - 0.074" 0 2'- 9.2" Allowed s 0.481" jY MAX TC PANEL TL DEFL - -0.073" 8 2'- 11.9" Allowed 0,722" MAX HORIZ. LL DEFL - -0,003" 8 5'- 11.2° 12 MAX HORIZ. TL DEFL - -0.003" 0 5'- 1I.2:" 10.00 / NOTE: Design assumes moisture content does not to exceed 198 at time of manufacture, Design conforms to main windforce-resistirg system and components and cladding criteria. Wind: 140 mph, h-22.2ft, TCDL"4.2,BCOL•6,0, ASCE 7-10, c31 bt6(All Heights), Enclosed, Cat.2, Exp.B, R5(Dir), `" load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. M N h o r:7 M-3x4 y 1 y 1.- 1-00 1-00 6-00 1-02 (PROVIDE FULL BEARING;Jts:2,5,3,41 ri JOB NAME : 5019-D POLYGON - J6 Scale: 0,9444 •�N/1G//"P�� /1b77pp�6,5, WARNINGS: GENERA!,NOTES,unless otherwise noted: <'iy .(!-.f�wyyr•'5I!1 1.Builder end erection Contractor should be advised of all Qsnoad Notes 1.This design N based only upon the parameters shown and is for en Individual �- r•, �.P�. �. Truss: J6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2n4 compression web bracing must be installed where shown*. Incorporation of component Is the responsibility of Ore building designer. DES. BY: MJ 3.Additional temporary bracing to Insure stability daring construction 2.Design assumes the top and bottom chords to be laterally brace!at , is me responsibility of the erector.Additional permanent bracing of 2'0.0.and at to hin respectively act, plywood unless brecad(TC)Se throughout their length by �,r,! „kilo!:. : _., DATE: 11/26/2014 the averse structure is the responsibility of the building designer. continuous sheathing such l as requiredr where shown andnOr drywaq@C). . QI, rr�13. tapers bodging or there bracing yof hwharo tive contractor.a -`-IS SEQ. :'iy�. 6126100 4.NaNo a at should applied to any should anyniatter all beneath and 4. eigncinstallation of trues Is the resPt obe used in as respective vi '•y: OREGON , restanare aro complete and al no time loads greeter than 8.Design assumes Mines are 10 be used h a nort•wrret.ive environment l.J • .. `sJ • TRANS I D: 413 216 design nada be applied to any component and are for"dry condition'of use. p� � S.COmpuTfus hes no control over and assumes no respona@idly for the S.Design assumes full bearing at ell supports shown.Shim or wedge If 0 .-4 2 1�,T fabrication,hendllng,shipment end Installation Of components. necessary. V 6.This design Is furnished subject to me limitations net forth by H.PlDeleenshag be locateassumes donacesuof truss,and pieced so their centerTP �S`�n L"� I�11111111111 I11 I�,1111111101111 101 MiTek USA,iCA in nc./CompuTrus Software 6 6(1L)-E request.I,copies of which wit be famished upon t0.For basic Mao cAMectorplate design values see ESR-131 L ESR-0988(MlTeIQ ide wahJoint tenter Ina. ' 9.Digits indicate etre of plate in Inches. EXPIRES:12/31/2015 IIIIIi1IIIIIII This design prepared from computer ..input by it PACIFIC LUMBER-BC IBC 2012 MAX MEMBER FORCES 4WR/Dtii'/Cg-1.00 LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.0" IC: 2x4 KDDF HI6BTRLOAD DURATION INCREASE I.15 1-2=( 0) 72 2-7=(-114) 160 7-6=); 0) 18 BC: 2x4 KDDF 8I4BTR SPACED 24.0" O.C. 2-3-1-236) 46 6-8.1-149) 206 6-3=f. 0) 51 WEBS: 2x4 RODE STAND 3-4.(-165) 126 3-8.0-2291 165 LOADING 4-5•( -62) 26 PC LATERAL SUPPORT <. 12"0C. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF • BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD 10.0 PSF • TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED ERG AREA OVERHANGS; 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. .'(SPECIES) LL 25 PSF Ground Snow (P9) 0'- 0.0" -29/ 387V -80/ 216H 5.50" 0.62 KDDF ( 625) 5'- 7.5" -16/ 131V 0/ OH 5.50" 0.21 XD)F ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -147/ 230V 0/ OH 1.50" 0.29 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 2.0" -19/ 11V 0/ OH 1.50" 0.02 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP (GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc:spaoing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL"L/240, TL=L/1811 MAX LL DEFL . -0.002" @ -1'- 0.0" Allowed 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed a: 0.133" MAX LL DEFL = 0.006" @ 2'- 3,8" Allowed= 0.254" MAX TL CREEP DEFL . -0.008" @ 2'- 3.8" Allowed- 0.339" 7-02 MAX HORIZ. LL DEFL a -0,00.8" 9 5'- 7,5" • T 1' MAX HORIZ. TL DEFL - 0.009" 8 5'- 7.5" • NOTE: Design assumes moisture Content does ,i not to exceed 193 at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 10.01:17 , Wind: 140 mph, h-22.2ft, TCDL-4.2,BCDL=6.0, ASCE'7-10, (All Heights), Enclosed, Cat.2, Exp.B, MW,FRS(Dir), load duration factor-1.6, .4 Truss designed for wind loads 1 in the plane of the truss only. u7 M-4x6 i i t _ t „�(''- MM - 1 o Kommii)iii o M-1.5x3 01- -M-3x4N M-3x4 M-3x4 Y 1' 3' 2-03-12 3-08-04 • 3• 1 3, Y 1-00, 2-05-08 4-08-08 , r 6-00 1-02 IFI0vInx PULL BEARING1Jts:2,8,4,51 • e.\3 D PeR:OF ,: JOB NAME : 5019-D POLYGON - J6C scale: • 0.3255 • � IN 5". WARNINGS: GENERAL NOTES,unless ethanolae noted: » �� .r 17 1.Builder and erection contractor shouts be advised of all General Nobs 1.Thla design Is based only upon Co parameters shorn end is mr an Individual _0 o P E , { Truss• J 6C and Warnings before construction comnienoea. building component.Applcebmty of design parometers and proper 2.2n4 compression web bracing must be installed where shown+. incorporation of component in the responsibility of the building esigner. .� 2.Design assemes the top and bottom chorda to be laterally braced at • , 3.Addmanal temporary bracing to Insure s1abARy doting c ensu coon T o.0.and alto'0.e,respectively unless braced ihreughoul Ihek lengyth by .-... arligi ` I• ' p1�. DES. BY: MS is the responsibility of the erector.AddHIenei permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywel(BC). .,- DATE: 11/26/2014 the overall structure is the responsibility of the building designer, 3,2x impact Whiffing or lateral bracing required where shown' n N 4,No load should be applied to any component until after Cl brae og and 4,Installation of truss(stile rod ibony of the respective contractor. '.-7.. �}_v R GO t to.N. �l SEQ. : 612 6101 fasteners are complete and at ne time should any loads greater than A Dation assumes busses are o be used kr a nen•corroshne environment /� •I1, 14 20 tlea�n loads be applied to any Compenaul. and ere tor'dry condition'of use. TRANS ID: 413 216 5.CompuTrub has no control over end assumes no responsibility for the A and a Designassumes fug bearing at all supports shown.Shim or wedge H �r hn T' fabrication,handling,shipment and installation of components. 7.Deelon ssumes adequate drainage Is provided. ;`f"t R10- • 6.This design is furnished subject to the Amilallons sal fodh by H.Plates shall be locatedIndicate size of onboth faces of truss,and placed so their canter - of which will be 111111111111111111111111111111111111 MITTek USA,kidiComp Trus Software furnished 6 8-SP1(114-Z 10.Diggs b sic connector gale design values see EBR-1311,ESR-3966(MiTeld EXP1 RES:12/31/2015 111111111101 This design prepared from computer 'input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 8'- 4.9" IBC 2012 MAX MEMBER FORCES 4WA/DDf'/C 1 00 TC: 2x4 ROOF 11CBTR LOAD DURATION INCREASE + 1.15 1-2-) 0) 72 2-5-(0) " . BC: 2x4 ROOF i10BTR SPACED 24.0" O.C. 2-3"(-266) 237 3-9•) -90) 38 TC LATERAL SUPPORT <- 12"OC. UON. LOADING , BC LATERAL SUPPORT C. 12"QC. UON. LL( 25.0)401,) 7.0) ON TOP CHORD - 32.0 PSF DL ON BOTTOM CHORD " 10.0 PSF BEARING MAX VERT MAX HORS BRG REQUIREC BRG AREA OVERHANGS: 12,0" 0,0" TOTAL LOAD " 42.0 PST LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. ;(SPECIES) 0'- 0,0" -24/ 378V -93/ 249H 5.50" 0.61 HOOF ( 625) LL " 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 69V 0/ OH 5.50" 0.11 KCDF ( 625) 5'- 11.2" -226/ 355V 0/ OH 1.50" 0.45 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 4.4" -14/ 21V 0/ OR 1,50" 0.03 KODF ( 625) REQUIREMENTS Of IBC 2012 AND IRC 2012 NOT BEING MET. , BOTTOM CHORD CHECKED FOR fOPSF LIVE LOAD. TOP 1COND. 2: Design checked for net(-5 psi) uplift at 24 "04 spacing.] AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TLRL/18j0 MAX LL DEFL " -0.002" 8 -1'- 0.0" Allowed¢ 0.100" • -V MAX TL CREEP DEFL " -0.003" 0 -1'- 0,0" Allowed f= 0,133" MAX TC PANEL LL DEFL " 0.118" 0 2'- 11.7" Allowed"' 0,481" 0 MAX TC PANEL TL DEFL . 0.104" @ 2'- 11.7" Allowed r 0.722" ( MAX H0RI2, LL DEFL a -0.003" 0 8'- 3.E" MAX HORIZ. TL DEFL - -0.003" @ 8'- 3.6," Y 12 NOTE: Design assumes moisture content does 10.00 V not to exceed 191 at time of mandfacture. Design conforms to main windforce-resistir;g 7 system and components and cladding criteria. Wind: 140 mph, h.22,7ft, TCDL"4.2,BCDL-6.0, ASC F•7-10, r- (All Heights), Enclosed, Cat.2, Exp.O, Mh:FRS(Dirl, 1 load duration factor-l.6, -4, Truss designed for wind loads `I r in the plane of the truss only. r 1 1 i; M j r-1 4 1111 o M-3x4 y y y y 1-00 6-00 2-04-06 'PROVIDE FULL BEARINGISts:2,5,3,41 JOB NAME : 5019-D POLYGON - J7a P °'`ie, Scale: 0.3996 C1GIN /,T7g S,0 WARNINGS: GENERAL NOTES,unless otherwise noted: I °. 1.Builder and erection contractor should be advised of all General Notes 1.Thisdesign Is based only upon the parameters shown and Is for en Individual !921111p ' r Truss: J7 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 cemponem Is the responsibility oldie building designer. 3.Additional temporary bracing to Insure stability construction 2.Design assumes the top end bottom chords to be laterally braced at DES. BY: MJ 2'a.a and 1110'a c,respectively unless braced throughout their length :42100." .... ' " • Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as ply rood sheathmg(TC)andbrdrywalgSG). 'j' `- f, DATE: 11/26/2014 the overall structure Is Ms responsibility of the building designer. 3.2x Impact bddgmg or lateral butane required where shown++ t S E 612 610 2 4.No bad should be applied to any component until after a1 bracing and 4,installation orgies is the responsbley oldie respective convector. .'•� GREG ,( ((/" 4• • fasteners are complete and at no time should any loads greeter than S.Design assumes trusses ore to be used m a non comosiva environment, L.' N. ,.,, design bads be applied to any component, and are for"dry coedaton"of use. 7Z .�.�,., TRANS ID: 413216 G.Design assumes full bearing at ell supports shown.Shen or wedge W QY.�Q 9Q 5.CompuTrus has no control over arra assumes no responsibility for be necessary. V fabdcatron,handling,shipment end mslallanon of components. 7.Design assumes adequate drainage Is prouIded, R ]�..�^ 9.This design Is furnished subject to the hmgauona sat forth by 1.Plates shall be located on both faces of truss,and pieced so their center tines coincide with joint center lines. I IIIli 1111III1lA1 I II II I IIN III III nc.iCompuTrus Sies of hwill be oftware 601.)E request 9.Digits O.Forrbesidtoconnecioraplatetd lnesinches. • ign values sea ESR-1311,ESR•1988(MRa1) EXPIRES:12131/2015 1111 iIIIIIIII This design prepared from computer input by • PACIFIC LUMBER-BC • • LUMBER. SPECIFICATIONS TRUSS SPAN 9'- 6.8" IBC 2012 MAX MEMBER FORCES 4WR/DCF/Cg-1.00 TC: 2x4 RODE 816BTR LOAD DURATION INCREASE - 1.15 1-2•) 0) 72 2-5•(6) 0 BC: 2x4 ROOF B14BTR SPACED 24.0" O.C, 2-3=(-318) 286 j 3-4.1-102) 45 TC LATERAL SUPPORT <- 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON, LL( 25.01+DLI 7,0) ON TOP CHORD - 32.0 PSI' DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, )SPECIES) 0'- 0.0" -23/ 376V -106/ 2848 5.50" 0.60 KIDF ( 625) LL - 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KCbF ( 625) 5'- 11.2" -249/ 379V Of OH 1.50" 0.48 KCbF ( 6251 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 6.8" -52/ 76V ' 0/ OH 1.50" 0.12 KCDF ( 625) REQUIREMENTS of IBC 2012 AND IRC 2012 NOT BEING NET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP !COND. 2: Design checked for net(-5 psf) uplift at 24 1ioC spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/161,3 -, MAX LL DEFL - -0,002" @ -1'- 0,0" Allowed- 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0,0" Allowed.. 0.133" MAX TC PANEL LL DEFL - 0.067" @ 3'- 4,9" Allowed- 0.481" i/ MAX TC PANEL TL DEFL - -0.075" @ 3'- 2.4" Allowed= 0,722" MAX HORIZ. LL DEFL - -0.004" @ 9'- 6.0" MAX HORIZ. TL DEFL - -0.004" @ 9'- 6.0" NOTE: Design assumes moisture content does 12 not to exceed 19% at time of manufacture, 10,00 7 Design conforms to main windforce-resisting system and components and cladding criteria. 'I/ Wind: 140 mph, h-23.2ft, TCDL-4,2,BCDL-6,0, ASCE 7-10, r. (All Heights), Enclosed, Cat.2, Exp.B, 14)3FRS(Dir), I load duration tactor"1.6, , Truss designed for wind loads o in the plane of the truss only, w 1 ( m N rel o -e 0 M-3x4 ) 1 1 i 1-00 6-00 3-06-12 'PROVIDE FULL BEARING;Jts:2,5,3,41 t A JOB NAME : 5019-D POLYGON - J8 Scale; 0.3712 ��s4•,c... r����+Q�Q`sro. 44? .ll f'G.7/r'i . WARNING& 6HNBRAL NOTES,unless othenvise noted: (� rt S t�C 1•+ 1.Sunder and erection contractor should be edvied of all General Notes 1.This design Is based only upon the parameters shown and le for an Individual G f G. Truss: J8 and Warnings before construction commences. building component.Apollo-0111Wofdesign parameters and cooper • 2,2x4 compression web bracing must be Installed where shown+. incorporation of component IS the responsibility of me building desgner, 7 �✓� 2.Additional temporary brecing to Insure sletahtyy during construction 2.Design assumes the lop end bottom chords to be laterally bated at DES. BY: MJ2'e,a.end et 10'S.e.respectively unless braced throughout their tempt by Is the responsibility of the erector.Addilonal permanent bracing of continuous sheathing such as plywood sheethtng(TC)andfordrywsti ). ' I . DATE: 11/26/2014 the overall structure Is the responsibilty of the building designer. 3.2x Impact bridging or lateral bracing required where shown 4♦ inhn ss�"� 4.Na load should be applied to any component until after at bracing and 4.Installation of truss Is the responsibility of the respective contractor. "'ft A_OR,E.GO N .. ^ct. , SEQ. : 6126103 fasteners are complete and at no dine should any toads greater than S.Design assumes busses ere to be used to a non•towosNe environment L. .7i1 2.° O�� �� TRANS ID: 913 216 design loads be applied to any component. and ars tor'dry condgbn"of use, Q. 7 y 14 ` Gt� • 5.Compoirus has no control over and assumes no responsibility to the 5.Design assumes full bearing at all supports shown.Shim orwedge q i'Q,.. fabmallon,handling.shipment end installation of components. 7.Design sumes adequate drainage b provided. M6"A n1+..\- . nN IIS' 5.This design is furnished seined to the gmltaltona set forth by 8.Plates shall be located on both feces of trues,and placed so their center TPIAWCA 1111111 11111 IiII III'IIII IIII IIIN II IIII Min* Inc./CompuTtus Software 6 6of which wilt be (1 L)upon request. lines 10, bas Indicate site r ate Mate sign values see E8R•1211,ESR-18110(MtTek) • EXPIRES:12/3112(}i 5 1I11111li l This design prepared from computer'input by PACIFIC LUMBER-DC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4NR/DIIF/Cq-1.00 TC: 2x4 KDDF 016BTR LOAD DURATION INCREASE a 1,15 1-2.1 0) 72 2-6-(G) 0 BC: 2x4 RODE 91oBTR SPACED 24.0" O.C. 2-3-(-373) 304 3-4•(-142) 57 • IC LATERAL SUPPORT <o 12"0C. DON. LOADING 4-5•( -55) 0 BC LATERAL SUPPORT <- 12"0C. DON. LL( 25.0)+DL( 7,0) ON TOP CHORD - 32.0 PSF . DL ON BOTTOM CHORD - 10.0 PSF OVERHANGS: 12.0" 9.2" TOTAL LOAD . 42.0 PSF BEARING MAX VERT MAX NORZ BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. .(SPECIES) LL - 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 376V -117/ 331H 5.50" 0.60 IW DF ( 625) S'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 K0OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -258/ 391V 0/ OH 1.50" 0.50 KDOF ( 6251 REQUIREMENTS OF TBC 2012 AND IRC 2012 NOT BEING MET. 10'- 0.0" -128/ 191V 0/ OH 1.50" 0.24 KDDF ( 625) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP COND. : Des gn c ecked or net(- psf) u,t. t at 4 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT Me-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL.L/1E:0 MAX LL DEFL " -0.002" 0 -1'- 0.0" Allowed? 0.100" MAX IL CREEP DEFL - -0.003" 6 -1'- 0.0" Allowed 0.133" MAX LL DEFL - -0.001" 8 10'- 9.2" Allowed'- 0.077" 11MAX TL CREEP DEFL - -0.001" 0 10'- 9.2" Allowed - 0.102" MAX IC PANEL LL DEFL " 0.064" 9 3'- 4.9" Allowed a 0.481" MAX TC PANEL TL DEFL - -0.072" 8 3'- 2.4" Allowed - 0.722" MAX HORIZ. LL DEFL • -0.006" 8 9'- 11.2" MAX HORIZ, TL DEFL - -0,006" 8 9'- 11.2" 12 10.00 17 NOTE: Design assumes moisture content does not to exceed 19% at time of mans£acture. Design conforms to main windforce-resistitger r system and components and cladding critia. 0 i .�, Wind: 140 mph, h-23.7ft, TCDL-4.2,BCDL-6.0, ASCE':7-10, o (All Heights), Enclosed, Cat,2, Exp.B, MP,FRS(Dir), m load duration factor-1. 6, Truss designed for wind loads in the plane of the truss only. M C •S Ir..l -,, o M-3x4 Y Y Y Y 1-00 6-00 4-09-03 1PROVIDE FULL BEARINGIJts:2,6,3,41 JOB NAME : 5019-D POLYGON - J9 't�4 p�N��ce, Scale: 0.3420 �GJ .�NJ q (J,�g- WARNINGS: GENERAL NOTES,uMass olherwtse poled: CC 4(IC. *ell/25/T!i -v' 1,guilder and erection coMraclor should be advised of an General Notes 1.This design Is based only upon the ppaarametem shown end is for an Individual "7 G P E ' r Truss: J9 and Warnings before construction commences, building component.Applicabmty of design parameters and proper 2.2x4 compression web breahg must be installed wham shown.s. Incorporation of component Is the responsibfltY Mine building designer. 3,Additional temporary2.Design assumes the top and bottom chests to be laterally braced at bracing to Insure stability during construction DES. BY: MJ2'paskoo and at 10'o a respectively unless braced throughout their length by a/ Is the responsibNly of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathIng(TC)endlor drywal C).DATE: 11/26/2014 the overall structure Is the responsibility or the building designer. 3.lx Impact bridging or lateral bracing required where shown++ nn 4.No bad should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. "F •OREGON y-f$]'',yr. 61261 4 fasteners are complete and et no lime should any loads greater than 5.Design assumes trusses are to be used Ina norrcotrosive environment / -f71'design loads be applied to any component. and aro for"dry conditiot'of use, ��: 'Q TRANS 7 D: 413 216 8.Design assumes full bearing at a8 supports shown.Shin orwedge if 5.oompuTrus has no control over and assumes no responsibility forme necessary /ti� fabrication,handling shipment and installation of components. 7.Design assumes adequate drainage Is provided. R F3 i O. e.This design Is furnished subject to the ilinOations set forth by s.Plates shall be roomedonboth faces of truss,and placed so their center s of which wig be upon 1181 HI II I II) �1'10 pal 1E11(�� Wok $A lnA In o lCom1. 1eprli a Software 7 8.furnished 11)-E request. 1goes coincide wen joint center lines. 0.Diggs baakivnn size rplate dessignvavalues see ESR 1511,ESR-1908 @7Rei0 EXPIRES:12/31/2015 IIl111 1 This design prepared from computer 'input by I( PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.6" IBC 2012 MAX MEMBER FORCES 4HR/DCF/Cq+1.00 TC: 2x4 KDDF 916BTR LOAD DURATION INCREASE - 1.15 1-2") 0) 72 2-6"(( 0 BC: 2x4 ROOF 916BTR SPACED 24.0" 0.C. 2-3"(-411) 381 3-4-(-191) 139 TC LATERAL SUPPORT <- 12"0C. UON. LOADING 4-5-( -55) 29 BC LATERAL SUPPORT <" 12"0C. UON. LI( 25,0)+DL( 7.0) ON TOP CHORD" 32.0 PSF DL ON BOTTOM CHORD" 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL 'LOAD " 42.0 PSF BEARING MAX VERT MAX HORZ ORO REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, ..(SPECIES) LL " 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 376V -134/ 356H 5.50" 0.60 KC5F S 625) 5'- 9.2" 0/ 68V 0/ ON 5.50" 0.11 KLDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -261/ 380V 0/ OH 1.50" 0.49 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -137/ 194V 0/ OH 1.50" 0.25 RODE ( 625) 11'- 11.6" -30/ 48V 0/ OH 1.50" 0.08 Kf3F 1 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. )COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) -e VERTICAL DEFLECTION LIMITS; LL"L/240, TL"L/180 MAX LL DEFL " -0.002" P -1'- 0.0" Allowed 0.100" MAX TL CREEP DEFL " -0.003" 0 -1'- 0.0" Allowed= 0.133" MAX TC PANEL LL DEFL " 0.067" 8 3'- 4.9" Allowed - 0.481" MAX TC PANEL TL DEFL " -0.075" 8 3'- 2.4" Allowed 7' 0.722" MAX HORIZ. LL DEFL - -0.007" 8 11'- 10.6" MAX HORIZ. TL DEFL - -0.007" 8 11'- 10.6" NOTE; Design assumes moisture content does 12 not to exceed 19% at time of manufacture. 10.00 7 Design conforms to main windforce-resistit:g system and components and cladding criter.`:a. I r-. Wind: 140 mph, h=24.2ft, TCDL-4.2,BCDL"6.0, ASCfj'. 7-10, oro (All Heights), Enclosed, Cat.2, Exp.B, MPi'RS(Dir), load duration factor-1.6, Truss designed for wind loads o in the plane of the truss only, • M M-3x4 y 1-00 6-00 5-11-09 !PROVIDE FULL DEARING:Jts:2,6,3,4,51 ftp PIR°Pep. JOB NAME : 5019-D POLYGON - J10 Scale: 0.3095 \�,�� f)1�)11++}�N�/ us/o WARNINGS: GENERAL NOTES,unless otherwise noted: I1:I G$f.E 1,Sunder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is reran Individual PE Truss: J 10 end 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 responseally of the budding designer. � s.Additional temporary bracing to Insure stability during construction Design assumes the lop and bottom chorda Is be laterally braced at DES. B Y: MJ2'o.a and at 10'o.c.respectively unless braced throughout thelr length try Is the responsibility of the erector.Additional permanent bracing of oontlnvous sheathing such as plywood ahaathing(fC)andror drywall(BC). else DATE: 11/26/2014 the overall strudore Is the responstbltty of the bundle designer. a,2x Impact bridging or lateral bracing required where Shown•+ n ��" 4.No load should be applied to any component unit!ever all bracing and 4.Installation of truss Is the responsibility of the respective contractor, "f P ,y OREGON iv complete end at no Onto shorts any bads greater than 5,Design assumes bosses are to be used M e non.00rroahre environment I 1I �C` A+' design loads be applied to any component, and ate te'tlry condition'of use. +`� "9 Y 2� '•�- TRAN S I D: 413 216e.Design assumes full bearing at all supports shown BRim arwedge tt s.campuTrus gee no control ever end assumes no respansibliny for necessary. Lr fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. ( V.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces*Muss,and placed so their center 111 Il ILII III I IIT lll�lIl 11111 lIi I'll TP)NyfCA In SCSI,copies of which will be furnished upon request. a Ones Digitscoincide ndicate with ze of plate In Inches, • Ills I` MiTeltUSA,Inc./CompuTrusSoftware 7.6.6(1 L)-E 10.For basic connector plate design values see ESR'l311,ESR4g88(Wren EXPIRES:12/31/2615 11111illIIIl This design prepared from computer,input by f PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 13'- 2.0" IBC 2012 MAX MEMBER FORCES 4NR/DL'F/Cq-1.00 TC: 2x4 KDDF OlsBTR LOAD DURATION INCREASE - 1.15 1-2.) 0) 72 2-6-(Q) 0 BC: 2x4 KDDF 016BTR SPACED 24.0" 0.C, 2-3"(-455) 428 i 3-4"(-247) 190 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5-( -78) 55 + BC LATERAL SUPPORT <- 12"OC. UON. IL( 25,0)+DL( 7.0) ON TOP CHORD - 32.0 PSI DL ON BOTTOM CHORD - 10,0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD - 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED.BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. ,(SPECIES) LL - 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 377V -148/ 393H 5.50" 0.60 ROOF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -262/ 3730 0/ OH 1.50" 0.48 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND SAC 2012 NOT BEING MET. 9'- 11.2" -170/ 240V 0/ OH 1.50" 0.31 KDDF ) 625) 13'- 2.0" -61/ 91V 0/ OH 1,50" 0.15 KOPF ) 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP , AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psi) uplift at 24 "or spacing,' VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/10-.1 MAX LL DEFL = -0.002" 8 -1'- 0.0" Allowed.' 0.100" MAX TL CREEP DEFL = -0.003" 8 -1'- 0.0" Allowed - 0.133" MAX TC PANEL LL DEFL - 0.068" 8 3'- 4.9" Allowed 0.481" MAX TC PANEL TL DEFL - -0.077" 8 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL - -0.008" 0 13'- 1.3;" MAX HORIZ. TL DEFL - -0.008" 8 13'- 1.1" NOTE: Design assumes moisture content does 12 not to exceed 198 at time of manufacture. 10.00[7 Design conforms to main windforce-resisting system and components and cladding criteria. o Hind: 140 mph, h-24.7ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 1 (A11 Heights), Enclosed, Cat.2, Exp,B, MFFRS(Dir), o load duration factor=1,6, I Truss designed for wind loads in the plane of the truss only. ) M r+ Q' M O i q... o M-3x4 • • 1-00 6-00 7-02 ,PROVIDE PULL BEARING)Jts:2z6,3,4,5) e. E0 PRQF JOB NAME : 5019-D POLYGON - J11 Scale: 0.2963 G'. \AGIN7)3.5) d WARNINGS: GENERAL NOTES,unless otherwise noted; 44r !!�1/7G7(jn7 1.Builder and erection contractor should be advised of ell General Notes 1.This design Is based only upon the parameters chows and R for en individual -C "921 I P E tr Truss: J 1 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 by and bottom chords to be laterally braced at - _ DES BY: M3 2'o.o,and at 10'on.respedNey unless braced throughout their length by i/.i Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andrardrywatl(SC). • DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impost bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after el bracing and 4.Installation of Was Is 11w responsibility of the respective contractor. 12:4:2;14.i.4)' ff♦ ,f OREGON t(/' SEQ. : 6126106 fasteners are complete and at no Hme should any loads greater Man S.Design assumes lmsees ars to be used Ina nen-corrosive emlronmenl. !�'' -+7 \t=` design loads be applied to any component, and are for"dry condnlon"of use. �� �� 14' 2� ., ' TRANS I D: 413 216 O.Designnassumes fust bearing at all supports shown.Shim orwedge If ) 8.CompuTrus has no control over end assumes no responsibility forth* ��1y`L fabrication,handling,shipment and Installation of components. 7.Design as assumes adequate drainage b provided. i R y LA-- Ir 1 `fI II tt{ e,This design Is furnished subject 10 the limitations set forth by 8.Plates shall be located on both feces of truss,and pieced so their center IIIIII VIII IIIA(III II II III VIII ISI IIII TPIAVICA M 6081,copies of which will be furnished upon request. linos indloae with Joint center tines. MiTek USA,Inc.lCompuTnla Software 7.6.6(1LK e In Inches. t 0.9.For bash conn te ctor plof ate design values see scan 3N,ESR-1085 VMS) EXPIRES:12/31/2015 I11111�fl lla! This design prepared from computer input by t fI PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 9.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 K0DF 1101TR LOAD DURATION INCREASE - I.15 1-2-( 0) 72 2-6-(C) 0 BC: 2x4 MIDI' 8188TR SPACED 24.0" O.C. 2-3-(-480) 452 3-4-(-274) 218 3 TC LATERAL SUPPORT C. 12"OC. (ION, LOADING 4-5-( -94) 68 BC LATERAL SUPPORT c- 12"OC. 110N. IL( 25.0)+0L( 7.0) ON TOP CHORD - 32.0 PSF 4 DL ON BOTTOM CHORD - 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD - 42.0 PSI' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. :(SPECIES) IL - 25 PSF Ground Snow )Pg) 0'- 0.0" -24/ 378V -156/ 413H 5.50" 0.60 KCDF ( 625) 5'- 9.2" 0/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11,2" -261/ 367V 0/ OH 1.50" 0.47 KCDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -192/ 271V 0/ 0H 1.50" 0.35 KDDF ( 625) 13'- 9,6" -75/ 111V 0/ OH 1.50" 0.18 KDDF ( 625) BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) -4 VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/iCd MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed -- 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed 0.133" MAX TC PANEL LL DEFL - 0,070" 8 3'- 4.9" Allowed= 0.481" MAX TC PANEL TL DEFL - -0.079" 9 3'- 2.4" Allowed- 0.722" MAX HORIZ. LL DEFL - -0.009" @ 13'- 8.9." MAX HORIZ. TL DEFL • -0.009" 4 13'- 8.0" NOTE: Design assumes moisture content does not to exceed 191 at time of manufacture. 12 Design conforms to main windforce-resisticg 10.00 2, system and components and cladding criteria. Wind: 140 mph, h-25ft, TCDL-4.2,BCDL-6.0, ASCE 1-10, ~ (All Heights), Enclosed, Cat,2, Exp,B, MI(FRS(Dir), i load duration factor-1.6, o Truss designed for wind loads ,-4 in the plane of the truss only. r. . f 1 r"/ i w.1 M-3x4 • • l y ,P ) 1-00 6-00 7-09-10 'PROVIDE PULL BEARING:Jts:2,6,3,4,5l 1Gp PROF JOB NAME : 5019-D POLYGON - J12 �Ast. �`s Scale: 0.2795 o 1,5 E1/251 . WARNitioer GENERAL NOTES,unless otherwise noted: l'1.Builder and eradfon oontragorshould be advised of all General Notes 1,This design is based only upon the parameters shown errd h for en in4Mduot Q, 7G,i Q E tp A r u s S: J 12 and warnings before conslmcHon commences, boiling component Apphcabllity of design parameters and proper 2.254 compression web bracing must be Installed where shown+• incorporation of component Is the responsibility of the building designer. % c 3.Additional temporary bracing to Insure stability during construction 2.Design assumes Na by and bottom chords to be IalenaAy braced at DES. BY: MJ2'o.n and at 10'o.0.tespedtyely unless braced throughout thelrleno%by Is the responsibility of the erector.Adtlfifonel parmartent bracing of continuous sheathing such as plywood eheathbg(i'C)andlor drywall C). DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or Wend bracing required where shown++ n CC 4,No food should be applied to any component until after all bracing arra 4.Insla0ation of tross is the responsibility of the respective contractor. -9t ORE GO Pl SEQ. : 612 610 7 fasteners are complete and at no time should any mads greater lhdt 5.Design enemas trusses are to be used Ina non•ootrosive environment v r7 �y •` design foods be applied to ony component end ate far"dry condition"of use. "1' a ?�� 1^� TRANS x : 13 216 S.CompuTrus has no control over and easumea no responsibagy for the H.Design ary assumes B,H bearing at all sugl0ds atlavm.Span or wedge A �y.. . fatmcotion,handling,shipment end Installation of components, 7.Desist/assumes adequate drainage Is provided, 'ileA RIO- C• 0.This design Is furnished subled to the Ammnions set forth by 8.Plates shall be locatedonboth faces oftnrss,and placed so theft-center es of whIch wilt be fongshed upon lill (II1 11111 il�'Ell 111 11 1I1I)I I lul TPIAIMA In M)Ta USA,)ncfCom�puT s Software 7.6.6(1 L)-E ram 1lines coMckle with Joint center lines. 0,FFar�ba b coon size c or pieta design values see ESR-1311,ESR-1e88(MReh) • EXPIRES:12/31/2015 11111111 This design prepared from computer tinput by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 6.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 i'oc spacing.I TC: 2x4 KDDF N14BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 916BTR SPACED 24.0" O.C. NOTE: Design assumes moisture content does not to 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 TOTAL LOAD = 42,0 PSF Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6,0, ASCE:7-10, LL 25 PSF Ground Snow (Pig) (All Heights), Enclosed, Cat.2, Exp.B, MD)FRS(Dirl, load duration factor-1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads 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 1OPSF 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 f&r . complete specifications. 12 4.001 • 3 - N F C, t t M 1; ul 71:rn I� 1 b %� • M-3x4 I i. l y j 1-00 8-06 • JOB NAME : 5019—D POLYGON — P1 Scale: 0.6242 5'�`�0. )/PN/Tfi°figs(a srPlYWARNINGS: GENERAL NOTES,unlash otherwise noted: �' ii`� r 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 C 92$•.P E. : r- - Truss: PI and Wernlngs More construction commences. building component.ApplicabHhy of design parameters end proper 2.2x4 compression web bracing must be Installed whore shown+. incorporation or component lathe responsibility of the buGgng deeleeer. DES. BY: MJ 3.Additional temporary braddg to Insure stability during construction Design assumes the top and bottom chords to ba laterally brand at is Me responsibility o1 the erector.AdOHIonet permanent bracing of 2•ntin and of 10'no.eachrespas ply unless easilnMooed(TC)throaudio dry tenon. • continuous sheathing or over as erwhere s ownordrywa{ C). *•'.. DATE: 11/26/2014 the overall atmaure Is the responsibility or the building designer 3.2x Irapad bridging or lateral bracing required� where shown++ SEQ. : 6126108 4.No load should be appled to any component until alter all bracing and 4.Installation of truss Is the responsibility at the respective contractor. �7 OREGON fasteners are complete and al no ame should any loads greater than 5.Design assumes trusses are to be used In a notrcorraslve environment i4 TRANS I D: 413 216 design loads be applied to any component. g,and ere for rumes Nil bean' r use. oto ad 5.CompuTms hss no control over and assumes no respansiMgty for theDesign9 uppers shown,Shim or wedge It 14- �,. fabrication,hennling,shipment and installation of components, necessary. 0.This design is furnished subject to gre Irritations set forth by7.platesDeakiassumes adelocatedquate one othdrelfac a Is provided. � � �� I1 1111111111II� 11111�II1101111111 g S.Neons coinchall ide hjoint enter Ones. truss,end placed so their corner TPIANfCA In SCSI,copies of which wilt be aaMahed upon request. gree colndde wah)olnt center area. MItelt USA,fns/CompuTrua Software 7.8.6(1 L)-E 10.Pa basicimtiemegof plalate In inches. t,design values see ESR-1311,ESR-1991(Weld EXPIRES:12/31/2015 IOhIII IIIllI This design prepared from Computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/D6F/Cq-1.00 TC: 2x4 ROOF 9148TR LOAD DURATION INCREASE - 1.15 1-2-) 0) 36 2-5*(-53) 69 3-5-5-266) 185 BC: 2x9 ROOF 91iBTR SPACED 24.0" O.C. 2-3)-109) 91 WEBS; 2o4 KDDF STAND 3-4-( -7) 3 LOADING TC LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)+01( 7,0) ON TOP CHORD - 32.0 PSF BC LATERAL SUPPORT <- 12"0C. UON. DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED•BOG AREA TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 5Q.1N. ;(SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -69/ 493V -34/ 101H 5.50" 0.79 HOOF ( 625) LL • 25 PSF Ground Snow (Pg) 8'- 6.0" -41/ 350V 0/ OH 5,50" 0.56 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "ac spacing. REQUIREMENTS OF IRC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/1610 BOTTOM CHORD CHECKED FOR :APSE LIVE LOAD: TOP MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed p 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed 1• 0.133" MAX TC PANEL LL DEFL - -0.355" @ 4'- 3,7" Allowed f• 0.508" • 8-02-04 0-03-12 MAX TC PANEL TL DEFL - -0.475" @ 4'- 3.8" Allowed r 0.762" 1 1 1 12 MAX HORIZ. LL DEFL - 0.001" 0 8'- 2.2/' 4.00(;:o- • MAX HORIZ. TL DEFL • 0.001" @ 8'- 2.2" M-1.5X3 NOTE: Design assumes moisture content does 3 a not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting I system and components and cladding criteria. Wind: 140 mph, h-15ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MKFRS(Dir), load duration factor-1.6, Truss designed for wind loads oin the plane of the truss only. �. l "1 i • In )R o t `� I- 5 11 . -s O l4-3x4 14-1.5x3 i • • .1. Y Y 8-02-04 0-03-12 1-00 8-06 • • ��,p.PRp,I:F�n, . JOB NAME : 5019-D POLYGON - P2 � `s ain+E si:. Scale: 0.5367 .{�� WARNINt38: GENERAL NOTHS,anPose otherwise noted: � 11�Z' 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 • ,,2.I1/P G i r-- Trus - T r us s: P2 end Warnings balers construction commences. building component Applicability or design parameters and proper J 2.Ane compression web bracing must be installed when shown+. Incorporation of component b the responsibility of the building designer. ,� I i' . 2.Design assumes the top and bottom chorda lobe laterally braced al 3.Additional temporary breehrp to insure stability during construction 2'o.o.and at tg'o.a respectively unless braced throughout tint iso Eh try r� r . .' DES. BY: MJis aro responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheeermg(TC)ardfordrywa8(aC). ~' n DATE: 11/26/2014 the overan structure is the responsibility of the building designer. 3.2x Immppact bodging or lateral brining required where shown++ OREGON�•vN ' 4 4.No load should be applied to any component until alter all bracing and 4.inetallallan Of truss is the responsibility of the respective contractor. 7 . i+.,Q. 6126109 fasteners are complete and at no lime should any loads greeter then 5.Design assumes trusses are to be used m a non-cenostve environment , de O Q� �{'.4 TRANS ID: 413216 deskn bads be applied to any component. a dro for^dry condhlan 0 use. g ij. 14 `L :t�T. • 5.CompuTrus hen no costed over and assumes no responsibility for the O.Darden assumes rail bearin al al supports shown.Shim or wedge R `- necessary. 4. fabrication,handling,shipment erre mstelatlon of components. 7.Design assumes adequate drainage Is provided. -!+"11 R.{VA^ 8.This design Is furnished subject to the limitations set forth by 8.Plates shall ba Isaledp en both faces of truss,and placed so their center • TPIP CA In SI,copies of et 11111I111I1I111I�l I II Ill 1101 1111 III MITch USA,)nc fC mpuT e Software66(1L)-E request 1lintiS Coincide with joint center lines. . 0.Forrlbasic connecoof rrpiste desiignovalues see ESR-1311,ESR•41a8(MITek) EXPIRES:12/31/2015 11111 111 III This design prepared from computer 'input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 3.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq•1.00 . TC: 2x4 KDDF L18BTR LOAD DURATION INCREASE • 1,15 1-2"1 0) 84 2-4•(0) 0 BC: 2x4 KDDF 814BTR SPACED 24,0" O.C. 2-3"(-69) 26 ' IC LATERAL SUPPORT <- 12"0C. UON. LOADING BC LATERAL SUPPORT <" 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD • 32.0 PSI BEARING MAX VERT MAX HORZ 8RG REQUIRED.BRG AREA DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. ,(SPECIES) OVERHANGS: 20.0" 0.0" TOTAL LOAD " 42.0 PSI 0'- 0.0" -132/ 479V -12/ 83H 5.50" 0.77 HOF ( 625) 1'- 9.2" -86/ 45V 0/ OH 5.50" 0.07 NODE ( 625) LL • 25 PSF Ground Snow (Pg) 3'- 3.8" -36/ 78V O/ OH 1.50" 0.12 KGDF ( 625) • 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 6.00 17 VERTICAL DEFLECTION LIMITS: LL"L/240, TL-L/180 OOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL " 0.019" 8 -1'- 8.0" Allowed- 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL • -0.021" 8 -1'- 8.0" Allowed I- 0.222" MAX TC PANEL LL DEFL • 0.004" @ 1'- 5.5" Allowed 0.205" MAX TC PANEL TL DEFL • 0.004" @ 1'- 4.4" Allowed= 0.307" -Y MAX HORIZ. LL DEFL • -0.000" @ 3'- 3.1" MAX HORIE, IL DEFL • -0.000" @ 3'- 3.1" NOTE: Design assumes moisture content does 141 not to exceed 195 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. r♦ O Wind: 140 mph, h•200t, TCDL"4,2,BCDL-6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MHFRS(Dir), N load duration factor-1.6, j. Truss designed for wind loads in the plane of the truss only. Mw j i f v o ,. 0 2►�'+� -►�-� _' a M-3x4 l ). /- 3- 1-08 2-00 1-03-13 'PROVIDE FOIL BEARING)Jts:2,4,3) JOB NAME : 5019-D POLYGON - SJ1 Scale: 0.8124 5r1QPEF�``/' �, (1/ 1 ; 4. WARNINGS: GENERAL NOTES,unless oihenrlee noted: 1.Builder and erection contractor should be advised of a8 General Notes 1.Thle design is based only upon the parameters shown and U for en individual �`. •!92./PE f-' Truss: SJ1 and Warnings before construction commences. balding component.Apptcabtty of design parameters and proper 2.Zsd compression web bracing must be Installed where shown a. Incorporation of component Is the responsibility of the building designer. j''/ 3,Additional temporary bracing to assure stability during construction 2.Design assumes the top and bottom Monte to be laterally braced at DES. J3Y: MJ Is the responsibility of the erector.Additional permanent bracing of 2'n.e and s1 IH'o.o.respectively unless Mated throughout maim length ._ Ia n .: congruous sheathing such as plywood here and/or a (s _� DATE: 11/26/2014 the Durso s*rncture Is the responsibility of the building deagner. 3.2x Impact bddghrp or lateral bracing required where shown++ yy., )I' 4.No load ehoukt be applied to any component until after all bracing and 4,Installation of Ince le the responsibility RIM respective contractor. 'Z A.V R GON t/./ SEQ. : 612 611 fasteners are complete end at no time should any loads greater than 6.Design assumes trusses are to be used m a 000-0 rosve environment, y design loads be applied to any component, and ere for-dry condition'of use �% 4fr �QN .LA- TRAN S I D: 413 216 5.CsmpuTrea has no control over and assumes no responsibility for Inc 6.Design assumes NL bearing m all supporta shown.Shim or wedge H 1 0'i. fabrication,handling,shipment and Installation of components. Oenlgnnmmuary, L:nryiL � 7.Oesgn assumes adequate drainage is pcvided. `�-r'!n `^. II I I II)I��I �I�lil�'�illi IIIA I II Il i 8.This design la furnished subject to the limitations set forth by 8.Plates shall be located an both faces gimes,end placed so their center .- TPIMRCA h1 SCSI,copies of which wti be furnished upon request lines coMdtle with joint ceras Ones. Mu ck USA,Inc.lCompuTrun Software 7.8,6(tt.)E 1Hn.For bash)coits nnector ple eke of ata a desig late in Inches. see ESR-1311,ESR-lyes PAIT01) EXPIRES:12/31/2015 . 1 A 1 Ii1IIHIIIIIII This design prepared from computer )input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 7.8" IBC 2012 MAX MEMBER FORCES 4WR/DIF/Cq-1,00 TC: 2x9 HOOF #16810 • LOAD DURATION INCREASE - 1.15 1-2=( 0) 84 2-4=(C) 0 BC; 2x4 HOOF #14BTR SPACED 24.0" D.C. 2-3-(-117) 53 TC LATERAL SUPPORT <= 12"OC. UON. LOADING • BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 POE BEARING MAX VERT MAX HORZ BRG REQUIREI ARG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 20.0" 0.0" TOTAL LOAD- 42.0 PSF 0'- 0.0" -97/ 461V -25/ 134H 5.50" 0.74 KEDF ( 625) 1'- 9.2" -65/ 1940 0/ OH 5.50" 0.31 KIDF ( 625) LL - 25 PSF Ground Snow (Pg) 6'- 7.8" -75/ 160V 0/ OH 1.50" 0.26 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "or:spacing.f REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING ME?. VERTICAL DEFLECTION LIMITS: 11-1./240, TL-L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL - 0.019" 8 -1'- 8.0" Allowed;= 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0,021" 8 -1'- 8.0" Allowed - 0.222" MAX BC PANEL LL DEFL - 0.004" 0 1'- 0.1" Allowed m 0.054" MAX BC PANEL TL DEFL - -0.005" 0 1'- 0.1" Allowed '- 0.072" 12 MAX HORIZ. LL DEFL - -0.001" 0 6'- 7.1." 6.00(:7" MAX HORIZ. TL DEFL - -0.001" 8 6'- 7.1" NOTE: Design assumes moisture content does 0 not to exceed 19% at time of manufacture. Design conforms to main windforce-resisticg system and components and cladding criteria. Wind: 140 mph, h-20,9ft, TCDL-4.2,BCDL=6.0, ASCE:7-10, ti (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,-, load duration factor=1.6, W Truss designed for wind loads e in the plane of the truss only. t en m 'it' co 2 la-=-141 -1 M-3x4 J. l 1 l 1-08 2-00 4-07-13 (PROVIDE FULL BEARIHGr2ts:2,4,3) • JOB NAME : 5019-D POLYGON - SJ2 '\4/o N$tg, di Scale: 0.5730 $ .�NO WRNI ANGS: GENERAL NOTES,unless otherwise noted: �_ ��� � .:• 1.Builder and erection*entracte(should be advised or a8 General Notes 1.This design Is based only upon the parameters shown end is for an individual -92*§P E `' Truss: S J2 and Warnings before construction commences. bullding component.Applicability of design parameters and proper • Ade, ' ' • 2.2x4 compression web bracing must be Inmolted 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: MJ2'o.o.and at 1ty d•e,respectWely unless braced throughout their length by is the reaportsibigty of the erector,Additional permanent bracing of ccntinueue sheathing such as plywood sheathing(IC)eefr drywall C), �- - t�. DATE: 11/26/2014 the overall structure is the responsibility of the building designer, 3.At impact bridging or lateral bracing required where shown++ A ^+. 4.Na load should be applied to any component ural ager all bracing and 4.Installation of truss Is the responsmllty of me respective contractor. `)7.. �}�OREGON 4f( SEQ. : 6126111 fasteners are complete and at no time should any loads greeter than S.Design assumes trusses are to be used M a norr•conoshre environment, L�: '+7,� ��Q' design hada De applied to any component, and era for'dry condition"or use. Y TRANS ID: 413216 n no a8.Design assumes full bearing at ell supports shown.Shim or wedge It d 74 G f� 9.GompuTYua has control over and assumes no responsibility for me necessary, •AV�� RIO- �.. fabrication,handling,shipment and Inste0a0on of components. 7.Design assumes adequate drainage Is omitted. R R I y • I 11 11111 1II I i11 11111fliF1II 1 a.This design Is furnished subject tome limitations set forth by S.Plates shall be located on both feces dimes,and placed so their center IILII �I II IITVIIIIIIA III X1111�I III Mffek USA,Ir1cJCompuT ain BOK copies of lShoftwarewal be f7.6.6014-H urntshed on request t0.For bask cemOnes coMdde entoroint canter plate design values see ESR•1311,ESR-1085 O.InToe) 6.Digits indicate size of plate In Inches. EXPIRE5:12/31/2Q15 • 111 IIllI0 This design prepared from computer input by Ii I PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4w9/DDF/Cg-1.00 TC: 2x4 ROOF $IOBTR LOAD DURATION INCREASE " 1.15 I-2=( 0) 72 2-4-(0) 0 BC; 2x4 KDDF 0188TR SPACED 24.0" O.C. 2-3.1-64) 39 TC LATERAL SUPPORT <= 12"0C. DON. LOADING BC LATERAL SUPPORT <- 12"OC. UON. IL( 25.0)+DL( 7.01 ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORD BAG REQUIRED ERG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS; 12.0" 0.0' TOTAL LOAD- 42.0 PSF 0'- 0.0" -68/ 301V -23/ 81H 5.50" 0.48 KC)F ( 625) 1'- 9.2" -32/ 28V 0/ OH 5.50" 0.04 KCDF ( 625) LL - 25 PSF Ground Snow (Pg) 1'- 11.7" -24/ 42V 0/ OH 1.50" 0.07 EIDE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2; Design checked for net(-5 psf) uplift at 24 "oc span no.] REQUIREMENTS OF IBC 2012 AND TRC 2012 NOT BEING NET. VERTICAL DEFLECTION LIMITS: LL-1/240, TL-L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.003" 0 -1'- 0.0" Allowed'- 0.100" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX IL CREEP DEFL - -0.003" 0 -1'- 0.0" Allowed 0.133" 4 4 MAX BC PANEL LL REEL " 0,001" 8 1'- 0.1" Allowed'= 0.054" MAX TC PANEL TL DEFL = -0,002" 4 1'- 2.9" Allowed '• 0.196" 12 MAX HORIZ. LL DEFL = 0.000" 0 1'- 10.1' 10.00 2 MAX HORIZ. TL DEFL = -0.000" 8 1'- 1o.1 NOTE: Design assumes moisture content does not to exceed 19t at time of manufacture. -i Design conforms to main windforce-resistiriq system and components and cladding criteria, Wind: 140 mph, h-20ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, '4 (All Heights), Enclosed, Cat.2, Exp.B, Mir:'RS(Dir), load duration factor=1.6, ca cn Truss designed for wind loads o in the plane of the truss only. O IN In/- .-r 1 cINAIIIIIIIIIIIIIIIIIIIII M-3x4 • 1 1 1 1-00 2-00 'PROVIDE FULL BEARING;Jts:2,4,3j , JOB NAME : 5019-D POLYGON - SJ3ti:tOpNUp . Scale; 0.6645 - 14 4P 'WARNINGS: GENERAL NOTES,unless Otherwise noted; ��` ' 1.Builder and erectkn contractor should be advised of all General Roles 1.This design Is based only upon the parameters shown and Is for an Indivlduai 4 9L2 �1 1P E. I f Truss: SJ3 and Warnings before oonslnrcttan 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. S.Additional temporary bracing to insure stability construction 1.Cosign assumes the top end bottom chords to be laterally braced at DES. BY: MJ x mc.and at lir ae,respedlvely unless braced throughout Mak length by Is to responsibility of the erector.Additional permanent bream of continuous sheathing such as plywood sheethtng(TC)endlordrywe6(BC). - ' • �, DATE: 11/26/2014 the overall structure b the responsibility of the budding designer. 3.2s Impact bridging or interns bredng required where shown++ 4.No bad should be appled to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. . 'Q Q REC,iQN SEQ. : 612 6112 fasteners are complete and at no time should any bads greater Than 5.Design assumes trusses are to be used Inc non-conca=ve environment, 4. 2!"q f' QA,`" design loads be applied to any component and are(or'dry condition'of use. Q, 1.4, `Z TRANS I D: 413 216 6.Design assumes full basing at all supports shown.Shln1 or wedge if a- P- 5.ConpuTns hes no control over and assumes no responsibility tor the necessary. ly�L�y ; fabrication,bending,shipment and Installation of components. 7.Design assumes adequate drauags Is provided. 5::r7 R O- 't e.This design Is funnelled subject to the limitations sat forth by e.Plates shall ba located on both faces of tress,and placed so their center ..- I��II I ���I I I IIII'�I)II'I���II I II��) TPUNRCA In BC51,copies of which will be furnished upon request, O.Ones Indicate with joint f plate hi Indies. �{ In� M)TekliSA h1c.lCompuTrusSoftwere7.6.G(1l)-E 10,For basic connector plate design values see EBR-1311.ESR-1f166(MITelg EXPIRES:12/31/2615 1 011lfHIIII This design prepared from computer(input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4NR/DCF/Cq=1,00 TC: 2x4 KDDF O1%8TR LOAD DURATION INCREASE = 1.15 I-2=( 0) 72 2-4-(0;) 0 BC: 2x4 KDDF 414BTR SPACED 24,0" O.C. 2-3-(-96) 73 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIREL.BRG AREA DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. "(SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -41/ 322V -44/ 132H 5.50" 0.52 KCOF ( 625) 1'- 9.2" -10/ 63V 0/ OH 5.50' 0.10 KDDF ( 625) LL- 25 PSF Ground Snow (Pg) 3'- 11.7" -68/ 100V 0/ OH 1,50" 0.16 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. resign c ecked or net ps ) up t at 4 'oar-117571 p REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING NET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/1E0 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP SAX LL DEFL = -0.002" @ -I'- 0,0" Allowed•- 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed: 0.133" 12 -e MAX BC PANEL LL DEFL - 0.002" @ 1'- 0,1' Allowed'" 0.054" 10.00 MAX BC PANEL TL DEFL = 0.002" @ 1'- 0,1' Allowed 0.072"1.1MAX HORIZ. LL DEFL - -0.001" @ 3'- 10.9" I MAX BORIZ. TL DEFL - -0.001" @ 3'- 10.5," NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. m o I Wind: 140 mph, h-20.9ft, TCDL=4,2,BCOL=6.0, ASCE 7-10, oro (All Heights), Enclosed, Cat.2, Exp.B, NFFRS(Dir), iload duration factor-1.6, rn Truss designed for wind loads in the plane of the truss only. ri 1 't ,0 0 OE 4 P -e M-3x4 ( t • • 1-00 2-00 1-11-11 'PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME : 5019-D POLYGON - SJ4 4�p, aROF�s Scale: 0.6203 ' �1r�i� 1N�yf`Q �0'. WARNINGS: GENERAL NOTES,unless othanlse noted: v t'I�:I��/I 1 1.Builder end erection conductor should be advised oral General Notes 1.This design is based only upon the parameters shown end Is for en individuala . 72 i 4)PE . r' Truss: SJ4 end Warnings before construction commences, bolding component.Applicability',Weston parameters and proper ' 2.2x4 compression web bracing must be Installed where shown 4. Incorporation of component Is Rte responsibility of the building designer. 3,Additional temporary bracing to Insure sleblly during Cominrcgon 2.Design assumes the top and bottom chords to be laterally at DES. BY: NJ Is 0s responsibility of the erecter.Additional permanent bracing of 2'o.0.and at ily o.c.respectively unless braced throughout their iongth y :Ir, DATE: 11/26/2014 the averse structure is the r continuous sheathing such as plywood sheathing(TC)shown . - yy. eapomlfmly of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 'r /� n ,t, 4.No lead should be applied to any component until ager ell breathe and 4.Installation of truss is the responsibility of the respective connector. .. A,OREGON M �' SEQ. : 612 6113 fasteners ere complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non.corrosfve environment, sy °' jt design bads M applied to any campohant, end are for'dry condition"o!use. <- `Q y tar' +�- TRANS I D: 413 216 B.Design assumes full beating m al supports shown.Shim erweepe H 4 5.Conlniirus has no control over and assumes no responsibility for the necessary, lifr7ty Qj S fabrication,haul 0 ng,shipment and Instalfa0on of components. 7.Design assumes adequate drainage ed. RIO- 8. This design FS furnished subject to ma lmlalons set forth by 8.Plates shall be located on both faces of truss,cod placed so their canter TItnes coMdde with joint center linos. 111111III11 I1111111111 i 1111111 Illi Welk SA,lnc:CompuT 8 Software 7.6.6(114-E CA In ECM,copies of which will be furnished request.on 10 Digits bast*wtnmdorplale design vetoes sea ESR-1511,ESR4088 QJtfek) EXPIRES:121r2015 . .... I11Ifin( IIIIIINI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0,0' IBC 2012 MAX MEMBER FORCES 4HR/DEi'/Cq"1.00 TC: 2x4 KDDF 814BTR LOAD DURATION INCREASE - 1.15 1-2-(-48) 41 1-3-(C) 0 BC: 2x4 KDDF 0161TR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"0C. (ION. LOADING BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA BC LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. ;(SPECIES) DL ON BOTTOM CHORD - 10.0 PSF 0'- 0.0" -13/ 981, -18/ 425 5.50" 0.16 KDDF ( 625) TOTAL LOAD - 42.0 PSF 1'- 9.2" 0/ 25V 0/ OH 5.50" 0.04 KDDF ( 625) 1'- 11.7" -39/ 51V 0/ OH 1.50" 0.08 KDDF ( 625) 1-11-11 LL - 25 PSF Ground Snow (Pg) T 1LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (COND. 2: Design checked for net(-5 paf) uplift at 24 "pc spacing.( REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL'^L/16A 12 MAX TC PANEL LL DEFL - 0.003" 0 1'- 2.9" AllowedA 0.131" 10.00 7 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = 0.002" 8 1'- 2,9" Allowed= 0.196" ANO BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX HORIZ. LL DEFL - -0.000" 0 1'- 10.9," MAX HORIZ. TL DEFL - -0,000" 0 1'- 10.11' NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 0 M f Hind: 140 mph, h-20ft, TCDL-4.2,BCD1-6.0, ASCE 7-.10, (All Heights), Enclosed, Cat.2, Exp.B, t4:?RS(Dlr), load duration factor-1.6, /PAAIIIIIIIIIIII.1° Truss designed for wind loads in the plane of the truss only. 0 0 c,N ry O O M-3x4 ,1 • 2-00 1 ,,ED PROpeo • PROVIDE rum, BEARING;Jts:1,3,21 • JOB NAME : 5019-D POLYGON - SJ5 scale: 0.7691 \5 {NGIN. a,.. a�y WARNINGS: GENERAL NOTES,unless otberwlse noted: 1. z�/ ' -``9 1.Buildw and erection contractor should be advised dell General Notes 1.This design Is based only upon the parameters shown and is for an Individual 921*.P E'. i' r Truss: SJ5 and Warnings before cormlruo ion commences. bulkang component Applicability of design parameters endroper 2.2x4 compression web braising must be installed where shorn.. Incorporation of component Is the responsibility of the building designer. f ' 3.Additional temporary bracing to Inure stability Owing construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ M the responsibility of the erector.Additional permanent bracing of 2 or.and at 10'o.o.respecsvely unless braced 5ireu9hdut their length by continuous sheathing such as plywood gheetldng(rC)endiararywag(BC). / a. DATE: 11/26/2014 ate overall structure b the responsibility of the building designer. S,lx Impact bodging or lateral'bracing required where shown s+ hh 4.No load should be applied to any component unto seer d i bracing and 4.Insletetioo of truss Is Me responsibility of the respective convector, _ "7 U � A.- TRANS tt�j/ SEQ. : b 12 6114 fasteners are complete and at no time should any bads grealerthan 5.Design assures trusses are to be used in a non•corrosNe environment, '' 4, �te' •1 design toads be applied to arty compenenl end are for`dry condition.'of use. . �i;A T RAN$ T D; 413216 5,CompuTres hes no control over and assumes no responsibility for the S.Design assumes full bearing at all supports shown.Shim or wedge b 4 G` . fabrication,handing, necessary, ML;h Shipment and a lirreatlon of components. 7.Design asawnel located o to drainage Is ad. <'rf R4 1(„� S.This design Is fombhed noble t to the ItmitoSorte set forth by 5,Plates shag be locatedpor,both laces o ti ruse,and placed so their center • I II[(II VIII��(�11111111111111 MiTeTPI�c )�Scoples of CompuT S(Software 7.6.6(1 LrE request. 10.For Mare connector plate dlines imbued°with joint esign velum see ESR4311,ESR-1958 gdRek) !/' I I' r hoes. 9.Digits Indicate size of late In Inches. EXPIRES:12/3112015 urr 1 1111111 This design prepared front computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 414R/DD,FICq-1.00 TC: 2x4 KDDF S1EBTR LOAD DURATION INCREASE - 1.15 I-2-(-90) 74 1-3-(0) 0 BC: 2x4 KDDF 91&BTR SPACED 24,0" O.C. TC LATERAL SUPPORT <- 12"OC. DON. LOADING BEARING MAX VERT MAX HORS BRG REQUIRED:BRG AREA BC LATERAL SUPPORT <- 12"0C, DON. LL( 25.0)+0L( 7.0) ON TOP CHORD- 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, '(SPECIES) DL ON BOTTOM CHORD - 10.0 PSF 0'- 0.0" -27/ 129V -39/ 93H 5.50" 0.21 KDDF ( 625) TOTAL LOAD - 42.0 PSF 1'- 9.2" -32/ 75V 0/ OH 5.50" 0.12 KDDF ( 625) 3'- 11.7" -72/ 102V 0/ Olt 1.50" 0.16 KD,OF ( 625) LL - 25 PSF Ground Snow )Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-S psf( uplift at 24 "on spacinq.J REQUIREMENTS OF IBC 2012 AND TRC 2012 NOT BEING NET. VERTICAL DEFLECTION LIMITS: LL-L/240, TI-L/184 12 MAX BC PANEL LL DEFL - 0.003" a 1.'- Allowed 0.1" - 0,054" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX BC PANEL TX, DEFL - 0.002" a 1'- 0.1" Allowed 0.072" 10.00 7 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORI2. LL DEFL - -0,001" 9 3'- 10.9" MAX RORIZ. TL DEFL ; -0.001" 9 3'- 10.9?' NOTE: Design assumes moisture content does `) not to exceed 19t at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Kind: 140 mph, h-20,9ft, TCDL-4.2,BCOL-6.0, ASCE 7-10, (A11 Heights), Enclosed, Cat,2, Exp,e, MKFRS(Dir), co load duration factor-1.6, oI Truss designed for wind loads co in the plane of the truss only. 0 M 1 . i 1 on • N 1 �O a l► ►..11 ''J M-3x4 l 1 t • 1 1 1 • 2-00 1-11-11 • IPROVIDE FULL BEARING;Sts:1,3,21 • • • • JOB NAME : 5019-D POLYGON - SJ6 <.R, PRO Fee, Scale: 0.6152 -\. tCN - 04/.. , WARNINGS: GENERAL NOTES,unless otherwise noted: �/ '�r'f r�^�I '' 9: 1.Builder and erection contractor should be*Need 0f a8 General Notes 1.This design Is based only upon the parameters shown and Is for en indtvldual -4. 92.+PE , v"-- Truss: SJ6 and Warnings before construction commences. building component,Applicability of design parameters and proper 2 lad compression web brad must be Installed where Shown o. incorporation of component Is the responsibility of the buildingdesigner. /• 3,Additional ie °g 2.Design assumes the top and bosom cions t°be laterally braced at temporary bracing to Insure stability duMg cOnSINalon �' -141110r DES. BY: MJ Fs the responsibility of the erector.AddNonet permanent bracing of 2'o.o.and 0110'o.o,respectively unless braced th(IC)snout Ihelr length by ear- efi � .. .' continuous sheathing such as plywood sheething(r s and/or drywal C). . DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ r4 �+ cc 4.No load should be applied to any component null aper at bracing and 4.installation of trues is the respon8iNgty of the respective contractor. V RECON SEQ. : 6126115 fasteners are complete and at no time should any loads greater then 6.Design assumes trusses are to be used In a nomcorrosNe environment, TRANS I D: 413 216 design loads be applied to any component B,Design and ° far'drryasCOtullelon'of use. ail au �f �� 2�� � g supports shown.Shire or wedge if �• S.CompuTn,s hes re achiral over mod assumes no responsibility forth.) Lrr -T- IP.- necessary, fabrication,bandana.shipment and Instigation of components. T.Design assumes adequate drainage Is provided. i':A'RI t..\- a.This design b furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their Center 11111 I II II11r Illi IIS 1111 III III IIII TPYNRCA In BOBI copies of which coal be furnished upon request lines coincidedicatwith joint Bonier Ones, E( �II i) )q] I NH g,pions indicate silo of plate In Inches. MRekUSA h)OJCOnipUTN9Software7.6.6(SL)E 10.For basic connector plate design values see ESRrt311,EBR•t$$8(MtTee) EXPIRES:12/31/2615 a