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Plans 1MSrzbtcf-bo ( i(0622 St/ 5IR®scA/ - E3 J1 MAIN 11-30-15 Roseburg 8:04am A Forest Products C.<tmpam 1 of 1 CS Beam 4.21.0.1 lcmBeamEngine 4.13.8.1 Materials Database 1534 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing:Continuous Bottom Lateral Bracing:Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 / 12 7 0 12 7 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) N/A 1.750" 441# -- 2 12' 7.000" Wall DFL Plate(625psi) N/A 1.750" 441# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 339#(255p)f) 102#(76plf) 2 339#(255p1f) 102#(7010 Design spans 12 8.750" Product: 9 1/2" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Minimum 1.75"bearing required at bearing#1 Minimum 1.75"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1404.'# 2820.'# 49% 6.29' Total Load D+L Shear 441.# 1220.# 36% 0' Total Load D+L TL Deflection 0.2233" 0.6365" U684 6.29' Total Load D+L LL Deflection 0.1717" 0.3182" 0889 6.29' Total Load L Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON Alpoductnamesare ademarksoftheerespeciveowners KAMI L HENDERSON EWP MANAGER StriMgMe Copyright(C)2015 by Simpson Strong-Te Company Inc,ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floorjoist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications, 503-858-9663 J2 MAIN 11-30-15 Roseburg 8:05am A Purest Products Companc 1 of 1 CS Beam 4.21.0.1 lanBeamEngine 4.13.8.1 Materials Database 1534 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing:Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection:Glued&Nailed Filename: Beam1 '44„;.:,4;,.4.112,:,-4,A i s.- - s`,A, f.`¢ 'rg., 1 o x�. z '1! -sw„ itr"y ems + 4 - 'rte T T / 10 3 0 10 6 0 13 3 0 / / m 0 3400 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 315# -- 2 10' 3.000" Wall DFL Plate(625psi) 3.500" 3.500" 827# -- 3 20' 9.000" Wall DEL Plate(625psi) 3.500" 3.500" 991# -- 4 34' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 387# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 250#(187p1f) 66#(49p1f) 2 658#(494plf) 169#(126plf) 3 773#(580p1f) 218#(163p(f) 4 302#(227p1f) 85#(64p11) Design spans 10' 0.375" 10' 6.000" 13' 0.375" Product: 9 1/2" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1078.'# 2820.'# 38% 27.92' Odd Spans D+L Negative Moment 1178.'# 2820.'# 41% 20.75' Adjacent 2 D+L Shear 542.# 1220.# 44% 20.75' Adjacent 2 D+L End Reaction 387.# 1151.# 33% 34' Odd Spans D+L Int.Reaction 991.# 1775.# 55% 20.75' Adjacent 2 D+L TL Deflection 0.1609" 0.6516" L/971 27.92' Odd Spans D+L LL Deflection 0.1294" 0.3258" L/999+ 27.92' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160%" SIMPSON All p oduct names are tradema ks of their respec ive owners KAM I L HENDERSON EWP MANAGER Stsongna Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer s specifications. 503-858-9663 1.1„. MiTek® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL1 5-399 UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R45996177 thru R45996185 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. .<0sio PROFE 7GNE4\ 87022PE 9r y �'oj, OREGON c155 O�UN 4IBER �1 HR\P E , EX' ' :06/30/ / November 30,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON R45996177 PL15-399_UPPER F01 FLOOR 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:22 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-vFt?YmX2d_JVEBng9KU8FpWgluyrhgl HMTHTkUyEzgd atm p-10-1411 1-0-0 ( 1 1-2-0 II 1-0-2 I 1 1-0-6 1 1-6-0 I Scale=1:36.4 3x4= 5x5= 4x6= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4 II 3x5= 1 2 3 4 5 - 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 araillIVNIV16.1 .4Wil "•.. .ft B - 9 0 9 e `2q� 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5 II 4x6= 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 3x6= 3x6= 3x4 = 3x5= 1 1-1-0 1 18-6-8 I 21-4-0 1 1-1-0 17-5-8 2-9-8 Plate Offsets(X,Y)- [1:Edge,0-1-8],[12:0.1-8,Edge],(13:0-1-8,Edge] LOADING(psI) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.09 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.35 Vert(TL) -0.14 27-28 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.53 Horz(TL) 0.01 23 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 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat)'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1-34:2x4 DF No.1&Btr(flat) REACTIONS. (lb/size) 35=-607/Mechanical,22=-475/Mechanical,34=2748/0-5-8,23=1464/0-5-8 Max Uplift35=-1474(LC 6),22=-568(LC 6) Max Gray 35=703(LC 5),34=2752(LC 3),23=1480(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(16)or less except when shown. TOP CHORD 1-35=-705/1451,1-2=0/1825,2-3=0/1100,3-4=0/1100,6-7=-1009/0,7-8=-1009/0, 8-9=-1449/0,9-10=-1449/0,10-11=1540/0,11-12=-1540/0,12-13=1259/0, 13-14=742/0,14-15=-742/0,18-19=0/1549,19-20=0/1549 BOT CHORD 33-34=-1825/0,32-33=440/0,31-32=0/644,30-31=0/644,29-30=0/1273,28-29=0/1527, 27-28=0/1259,26-27=0/1259,25-26=0/1259,24-25=0/342,23-24=810/0,22-23=-876/0 WEBS 2-34=-831/0,1-34=2607/0,12-28=-31/455,8-29=0/255,8-30=-379/0,18-23=1010/0, 18-24=0/869,6-30=0/521,6-32=-647/0,4-32=0/790,4-33=925/0,2-33=0/1000, 15-24=-728/0,15-25=0/567,13-25=725/0,20-22=0/1052,20-23=-989/0 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. s:r,,Q PR AFF 4)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement �'�� G]N E ss1 at the bearings.Building designer must provide for uplift reactions indicated. ,� �N FR 172 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 tv be attached to walls at their outer ends or restrained by other means. 870 2 P E 9r" 6)CAUTION,Do not erect truss backwards. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1265 lb down at 0-0-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ,� ti 'oj, OREG N cf, <U LOAD CASE(S) Standard -77 C‘.\-'0), �` 1*\ CSO 1)Dead+Floor Live(balanced):Lumberincrease=1.00,Plate Increase=1.00 M8 ER Uniform Loads(plf) �S' A HEOP Vert:22-35=-8,1-21=-80 Concentrated Loads(Ib) Vert:1=-1265(F) EXPIRES:06/30/2017 November 30,2015 1 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 811-7473 rev.10/03/2015 BEFORE USE hilt Design valid for use only with MiTeke connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/7PI1 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 ' Job , Truss Truss Type Qty Ply POLYGON R45996178 PL15-399_UPPER F02 Floor 10 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:23 2015 Page 1 ID:zs2ygYH MYItl_Z1p9y12t1 yAg??-NRROm6YgOIRMsLMsi2?No02421ExQ7xQa711 GwyEzgc 1 1-0-0 1 1 1-1-10 1 1 1-2-0 1f1-7-211 1-2-0 1 1-2-0 1 1 1-2-0 1 1-2-0 1 Scale=1:33.9 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 18 17 18 19 e a e_ o o o o_ \/ ° /41011C\ / N / N / N /\ / N \e eee - 30 29 28 27 26 25 24 23 22 21 36 3x4= 4x5= 3x5= 3x5= 3x5= 3x5= 3x4= 3x5= 4x6 = 3x4= 14-2-2 I 13-0-2 13-7-21 1 19-11-4 I 13-0-2 0-7-0 b-7-0 5-9-2 Plate Offsets(X,Y)- [14:0-1-8,Edge],[24:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.31 24-25 >756 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.61 Vert(TL) -0.49 24-25 >482 360 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012ITPI2007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=871/Mechanical,20=871/0-4-4 FORCES. (Ib)-Max.Comp,/Max.Ten.-All forces 250(Ib)or less except when shown. ' TOP CHORD 2-3=-1588/0,3-4=1588/0,4-5=-2786/0,5-6=-2786/0,6-7=-3608/0,7-8=-3608/0, 8-9=-4042/0,9-10=-4042/0,10-11-4122/0,11-12=4122/0,12-13=3586/0, 13-14=4586/0,14-15-3053/0,15-16=3053/0,16-17=1806/0,17-18=-1806/0 BOT CHORD 29-30=0/843,28-29=0/2232,27-28=0/3242,26-27=0/3871,25-26=0/4132,24-25=0/3999, 23-24=0/3586,22-23=0/3586,21-22=0/2507,20-21=0/970 WEBS 14-23=0/364,2-30=-1181/0,2-29=0/1042,4-29-903/0,4-28=0/776,6-28=-639/0, 6-27=0/513,8-27=-367/0,12-24=-662/7,18-20=-1271/0,18-21=0/1096,16-21=-919/0, 16-22=0/716,15-22=-31/252,14-22-1052/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �\`o� I N �i `S/O 2 c� 87022PE 9r cv y �4i, OREG N ti�Q(U� "PO FMBER 'N\ OS A. HE ' EXPIRES:06/30/2017 November 30,2015 II 1 mem A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M117473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual butding component,not mita truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Miiek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 r Job Truss Truss Type Qty Ply POLYGON R45996179 PL15-399 UPPER F03 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:25 2015 Page 1 ID:zs2ygYHMYItl Z1p9y12t1yAg??-JgZ8Aoawwvh45eWFgT1rtR8Td5zquxYj2RW7KpyEzqa 1 1-10-8 11.4.i 11-0-0 1 1 1-2-0 I1 1-0-2 1 1 1-3-12 1 1-3-0 1 Scale=1:38.1 3x4= 4x10= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4 I I 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 1 - e - 15' N uirr'N 1, 0. B B G e e 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5= 3x4 I I 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 3x6= 3x6 = 3x4= 3x5= 14-0-14 1 2-1-8 1 12-10-14 11' 1 19-7-0 I 22-4-12 I 2-1-8 10-9-6 11-7-06-7-0 5.6-2 2-9-12 Plate Offsets(X,Y)- [12:0-1-8,Edge],[13:0-1-8,Edge],[35:Edge,0-1-8] LOADING(paf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.15 27-28 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:114 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 22=-493/Mechanical,34=1730/0-5-8,35=-775/0-2-4,23=1496/0-5-8 Max Uplift22=-579(LC 6),35=-838(LC 6) Max Gray 34=1731(LC 3),23=1498(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/953,3-4=0/953,4-5=-258/0,5-6=-258/0,6-7=1060/0,7-8=-1060/0, 8-9=-1486/0,9-10=-1486/0,10-11=-1563/0,11-12=-1563/0,12-13=-1269/0, 13-14=-739/0,14-15=-739/0,15-16=0/258,16-17=0/258,17-18=0/258,18-19=0/1577, 19-20=0/1578 BOT CHORD 34-35=-1637/0,33-34=-1679/0,32-33=301/0,31-32=0/702,30-31=0/702,29-30=0/1317, 28-29=0/1556,27-28=0/1269,26-27=0/1269,25-26=0/1269,24-25=0/329,23-24=-832/0, 22-23=-749/0 WEBS 2-34=-1686/0,2-35=0/1839,12-28=-6/487,8-30=-360/0,18-23=-1022/0,18-24=0/881, 6-30=0/502,6-32=-629/0,4-32=0/771,4-33=-91310,2-33=0/1007,15-24=-737/0, 15-25=0/576,13-25=-756/0,20-22=0/956,20-23=-1108/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. ���p PROFFS 3)Refer to girder(s)for truss to truss connections. ,...\C? 0. s/ 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)35. _"Z !G �2 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Q 870 2 P E 9r 6)CAUTION,Do not erect truss backwards. / yN ,N -'0)., OREGON ti�O</ �o FMBER V` OS A. HE��P EXPIRES:06/30/2017 November 30,2015 t • AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. NI, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1PIt Quality Criteria,DSB-69 and SCSI Bolding Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996180 PL15-399 UPPER F04 FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:26 2015 Page 1 ID:zs2ygYHMYttl_Z1 p9y12t1 yAg??-nO7W08aYgDgwjoSROAY4PfgdNVLEdQdsG5FhtFyEzgZ 1 1-3-0 1 1-5-0 I I 1-5-6 I 2-0-0 1 1 1-2-0 1011121 Scale=1:37.1 3x4= 1.5x3 II 4x6 = 3x4 II 3x10 = 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 3x6 FP= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 6 9 10 11 12 13 14 e ee - o e - o e _ e cil 1 23 22 21 20 19 18 17 16 15 4x5= 3x8= 3x6 FP= 3x10 = 3x6= 1.5x3 II 3x4= 3x6= 3x4= 2-11-0 I 21-3-0 I 2-11-0 18-4-0 Plate Offsets(X,Y)— 18:0-1-8,Edgel,[17:0-1-8,Edgel,[23:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.14 18 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.25 Vert(TL) -0.21 18 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.02 15 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:98 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 OF 2400F 2.0E(flat) end verticals. WEBS 2x4 OF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:22-23,20-22. REACTIONS. (lb/size) 15=657/Mechanical,22=2013/0-5-8,23=-812/Mechanical Max Uplift 23=-902(LC 4) Max Gray 15=657(LC 4),22=2013(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/2515,3-4=0/2515,4-5=251/0,5-6=-251/0,6-7=1993/0,7-8=1993/0, 8-9=-2337/0,9-10=2337/0,10-11=-1912/0,11-12=1912/0,12-13=-1912/0 BOT CHORD 22-23=-1154/0,21-22=1215/0,20-21=-1215/0,19-20=0/1270,18-19=0/2337, 17-18=0/2337,16-17=0/2293,15-16=0/1139 WEBS 2-23=011474,2-22=-1729/0,8-19=-553/0,6-19=0/810,6-20=1172/0,4-20=0/1608, 4-22=-1567/0,13-15=-1276/0,13-16=0/866,10-16=-427/0,10-17=-159/302 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. c.,- - ...).(1 PR OFen �� ANG[N'4;9 X029 2 87022P�: r i cv g raj,OR GON et,O</ 9O AMBER A\ OS A. HeC‘-‘ EXPIRES:06/30/2017 November 30,2015 I I mi A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M1I-7473 rev.10/03/2015 BEFORE USE. t Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualtly Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996181 PL15-399 UPPER F05 Floor 8 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:27 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-GChubUbBRXynKygdxu3JysDkxvagMwBOVI?EPhyEzqY 1 1-0-0 1 0ir-#4 1� 1I 1-2-0 1 1-2-0 II 1-2-0 1 1-2-0 1 Scale=1:36.4 4x4= 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 N e/ \ � / \-2/ N�/ N-9/aN /ate / \ \ r N / \�Axx��OO c, O. o e -G 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4= 4x6= 3x8=3x8 FP=3x5 = 3x5= 3x5= 3x5= 4x4= 3x5= 4x8= 3x4= 1.5x4 SP= 15-8-14 I 14-4-14 11-11-1f 1 21-4-0 1 14-4-14 0-7-0 7-0 5-9-2 Plate Offsets(X,Y)- [17:0-1-8,Edge],[27:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (Ioc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.40 29 >641 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.62 29 >410 360 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.09 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:107 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 23=933/0-4-4,35=933/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1712/0,3-4-1712/0,4-5=-3036/0,5-6=-3036/0,6-7=3981/0,7-8=-3981/0, 8-9=-4547/0,9-10=4547/0,10-11=-4727/0,11-12=-4727/0,12-13=-4554/0, 13-14=4554/0,14-15=-4554/0,15-16-3935/0,16-17=3935/0,17-18=-3339/0, 18-19=-333910,19-20=-1950/0,20-21=-1950/0 BOT CHORD 34-35=0/905,33-34=0/2419,32-33=0/3553,31-32=0/3553,30-31=0/4309,29-30=0/4682, 28-29=0/4688,27-28=0/4254,26-27=0/3935,25-26=0/3935,24-25=0/2723,23-24=0/1042 WEBS 16-27=0/550,17-26=0/389,2-35=-1268/0,2-34=0/1130,4-34=-990/0,4-33=0/864, 6-33=-724/0,6-31=0/598,8-31=-460/0,8-30=0/334,12-28-255/55,15-28=0/498, 15-27-885/0,21-23=-1366/0,21-24=0/1190,19-24=1014/0,19-25=0/807, 18-25=-20/270,17-25-1150/0 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)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be ��EQ PR OFes attached to walls at their outer ends or restrained by other means. �\Co ANG I N� -R c)/O 2 Q� 87022PE v� N y ��, OR EGO rL� <t// 'AO EMBER 4° N( OS A. H e?' EXPIRES:06/30/2017 November 30,2015 1 _ I A WARNING-Ver/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/83/2015 BEFORE USE. Mil Design valid for use only with Mitek®connectors.This design a based only upon parameters shown,and h for an individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/MI Quality Criteria,DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria.VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996182 PL15-399 UPPER F06 Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:29 2015 Page 1 ID:zs2ygYHMY1t1_Z1 p9y12tlyAg??-Cbpf09dRz8CVaGp03J6n1 HIBciLmglUJz2ULTayEzgW 1 1-10-B 1 nlonl41 l 1-0-0 1 I 1-2-0 i t 1-0-2 1 1 1-3-8 1 1-6-0 1 Scale=1:38.5 3x4= 4x10= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4 II 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 18 17 18 19 20 21 Jy /\ \ /\ /Nt N/'c'\;: 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5= 3x4 II 4x5= 3x6 FP= 3x5= 3x5= 3x5 = 3x5= 3x6= 3x8= 3x4= 3x5= 14.0-14 I 2-1-8 I 12 -10-14 1 b-7A 11 I 19-7-0 I 22-7-8 2-1-8 10-9-6 5.8-2 3-0-8 0-7-0 Plate Offsets(X,Y)- [12:0-1-8,Edge],[13:0-1-8,Edge],[35: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 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.15 27-28 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(TL) 0.01 23 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 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 22=-431/0-2-12,34=1732/0-5-8,35=-776/0-2-10,23=1453/0-5-8 Max Uplift22-523(LC 6),35=-840(LC 6) Max Gray 34=1735(LC 3),23=1455(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/956,3-4=0/956,4-5=258/0,5-6=-258/0,6-7=-1062/0,7-8=-1062/0, 8-9=-1490/0,9-10=-1490/0,10-11-1570/0,11-12-1570/0,12-13=-1278/0, 13-14-751/0,14-15=-751/0,15-16=0/252,16-17=0/252,17-18=0/252,18-19=0/1566, 19.20=0/1567 BOT CHORD 34-35=-1641/0,33-34-1683/0,32-33=-303/0,31-32=0/703,30-31=0/703,29-30=0/1320, 28-29=0/1562,27-28=0/1278,26-27=0/1278,25-26=0/1278,24-25=0/342,23-24=-819/0, 22-23=-810/0 WEBS 2-34=-1690/0,2-35=0/1843,12-28=-7/485,8-30=-362/0,18-23-1021/0,18-24=0/878, 20-22=0/974,20-23=-1036/0,6-30=0/504,6-32-631/0,4-32=0/773,4-33=-915/0, 2-33=0/1009,15-24=-736/0,15-25=0/575,13-25=-754/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. la D P R°FF 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)22,35. -\<G Ss 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to \� ANG]N'FR �Q be attached to walls at their outer ends or restrained by other means. t7 2-9 5)CAUTION,Do not erect truss backwards. '-L-- 870 2 P E CV - Nom- OREGO ,Q�N 'PO SMB E R 1\ \4 'S A. H .# EXPIRES:06/30/2017 November 30,2015 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an Individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M ieekn is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria.VA 22314. Suite 109 Citrus Heights.CA 95610 r Job Truss Truss Type Qty Ply POLYGON R45996183 PL15-399 UPPER F07 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 5 Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:31 2015 Page 1 ID:zs2ygYHMYItI Z1p9y12tlyAg??-8 wPRrehVISDpZz0Aj8F6iNRgWxGlmfbQMzSYSyEzgU r1� i,511 1-2-0 1 P-7.19 1 0-9-0 1 0-9-0 110-9-0 10-9-0 110-9-0 10-9-0 1 Scale=1:34.3 3x4= 4x4= 4x4= 3x4 = 3x4= 3x4 = 3x4= 3x4= 3x6 FP= 3x4= 3x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 m o ® e.. � - a ,, e o sx o2� e + e Li, a N � z\ / \ /\ /\ /\ /\ / , eee -\ \ /` / N I - - e 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4= 4x5= 3x6= 3x6 FP= 3x5= 3x5= 3x5= 4x5= 3x5= 3x6= 4x5= 3x4= 1.5x4 SP= 3x5= 14-4-14 I 13-2-14 1R-8-141 1 20-2-0 I 13-2-14 b-7-0 0-7-0 5-9-2 Plate Offsets(X,V)- [17:0-1-8,Edge],[18:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.40 Vert(LL) -0.32 33 >759 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.50 33-34 >485 360 BCLL 0.0 Rep Stress Ina' YES WB 0.51 Horz(TL) 0.07 26 n/a n/a BCDL 5.0 Code IBC2012ITP12007 (Matrix) Weight:108 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=881/0-4-4,40=881/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1379/0,34=1379/0,4-5=-2483/0,5-6=-2483/0,6-7=3317/0,7-8=-3317/0, 8-9=-3881/0,9-10=-3881/0,10-11=4177/0,11-12=-4177/0,12-13=-4200/0, 13-14=4200/0,14-15=-3978/0,15-16=-3978/0,16-17=3978/0,17-18=-3617/0, 18-19=3075/0,19-20=-3075/0,20-21=2299/0,21-22=-2299/0,22-23=-1261/0, 23-24=-1261/0 BOT CHORD 39-40=0/725,38-39=0/1964,37-38=0/2933,36-37=0/3632,35-36=0/3632,34-35=0/4062, 33-34=0/4221,32-33=0/4113,31-32=0/3617,30-31=0/3617,29-30=0/3617,28-29=0/2730, 27-28=0/1808,26-27=0/660 WEBS 17-31=-412/0,18-30=0/367,2-40=-1112/0,2-39=0/1003,4-39=-897/0,4-38=0/796, 6-38=690/0,6-37=0/590,8-37=-48310,8-35=0/383,10-35=-277/0,24-26=-1072/0, 24-27=0/977,22-27=-890/0,22-28=0/798,20-28=-701/0,20-29=0/560,14-32=-268/42, 16-32=317/0,17-32=0/880,18-29=1017/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. <(,c,, D PR OFFS, 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)40. C0"\ G]N n 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 C..? !GN Fi4 02 be attached to walls at their outer ends or restrained by other means. 44./ y 87022PE N N -y '0,j, OREGSN 9,9O<UN -2 �4iB E R \\ps A. H E:'\-\P EXPIRES: 06/30/2017 November 30,2015 I 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. l- Design valid for use only with MiTek®connectors.This design b based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSS-89 and SCSI Building Component 7777109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996184 PL15-399_UPPER F08 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:32 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-cAUneBfJG3a4RjYbkRfUfwwfswMSl6Hlf0i?4vyEzgT 1 1-10-8 1 4.1 1-0-0 1 1 1-2-0 11 1-0-2 I 1 1-3-11 1 1-3-0 1 Scale=1:38.1 3x4= 4x10= 3x4= - 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4 II 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 18 17 18 19 20 21 NI _� _ -'a'N'Ii :\NP7- �asa\lir-N.'- I dini Ii r/ N1 V \ I-''' 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5= 3x4 I I 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 3x6= 3x6 = 3x4 = 3x5= 14-0-14 1 2-1-8 1 12-10-14 1r5-113- P-5-1+ I 19-7-0 1 22+11 1 2-1-8 - 10-9-6 b 7-0 7-0 5-0-2 2-9-11 Plate Offsets(X,Y)- [12:0-1-8,Edge],[13:0-1-8,Edge],[35:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Ildefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.15 27-28 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) 0.01 23 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 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 22=-495/0-3-12,34=1730/0-5-8,35=-774/0-4-4,23=1498/0-5-8 Max Uplift22=-581(LC 6),35=-837(LC 6) Max Gray 34=1731(LC 3),23=1499(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/953,3-4=0/953,4-5=-258/0,5-6=258/0,6-7=-1060/0,7-8=-1060/0, 8-9=-1485/0,9-10=1485/0,10-11=1563/0,11-12=-1563/0,12-13=1268/0, 13-14=-739/0,14-15=-739/0,15-16=0/258,16-17=0/258,17-18=0/258,18-19=0/1578, 19-20=0/1579 BOT CHORD 34-35=-1637/0,33-34=1679/0,32-33=-301/0,31-32=0/702,30-31=0/702,29-30=0/1317, 28-29=0/1556,27-28=0/1268,26-27=0/1268,25-26=0/1268,24-25=0/329,23-24=-832/0, 22-23=-751/0 WEBS 2-34=-1686/0,2-35=0/1839,12-28=-6/487,8-30=-360/0,18-23=-1022/0,18-24=0/881, 6-30=0/502,6-32=-629/0,4-32=0/771,4-33=-913/0,2-33=0/1007,15-24=737/0, 15-25=0/576,13-25=-756/0,20-22=0/959,20-23=1107/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. ��ta PRQp- 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 f)N� 41. ll be attached to walls at their outer ends or restrained by other means. N F 4)CAUTION,Do not erect truss backwards. c. ?i 4t 87022PE 9< N c% OREGO ti� 4✓N "P is AMBER '�\ �O 0`sA. HECK EXPIRES:06/30/2017 November 30,2015 1 f A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. MN Design valid for use only with MIFebN connectors.This design b based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety InformatIon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996185 PL15-399 UPPER F09 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:34 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-YZcY3thaoggogl izsshykL?ykjzsV6H26KB69nyEzgR Iii 10.8-41 11-2-0 11)-7-10110-9-0 l°-9-°I PM D l aao I l 0.9-0 0-9-a Scale=1:34.8 3x4= 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 4x4= 3x4 = 3x4= 4x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 e //` / /\ o CI a/ \off/\ /\ /\ + \- /\a I- .% \ /N e a\`\e N aQ• a 2. 40 39 38 37 36 35 34 33 32 31 3o 29 28 27 26 3x4= 4x5= 3x6 FP=3x5= 3x5= 3x5= 3x5= 4x5= 3x5= 4x5= 4x5= 3x4= 1.5x3 SP= 3x6= 14-7-12 13-5-12 1i1-0-12 1 20-4-13 1 13-5-12 7-0 0-7-0 5-9-2 Plate Offsets(X,Y)- [17:0-1-8,Edgel,[18:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.33 33 >731 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.52 33-34 >468 360 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.08 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:109 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400E 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=892/0-4-4,40=892/0-4-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1397/0,3-4-1397/0,4-5=-2518/0,5-6=-2518/0,6-7=-3371/0,7-8=-3371/0, 8-9=-3953/0,9-10-3953/0,10-11-4267/0,11-12=-4267/0,12-13=-4306/0, 13-14=-4306/0,14-15=-4116/0,15-16-4116/0,16-17=-4116/0,17-18=-3686/0, 18-19=-3121/0,19-20=-3121/0,20-21=-2331/0,21-22=-2331/0,22-23=-1277/0, 23-24-1277/0 BOT CHORD 39-40=0/734,38-39=0/1990,37-38=0/2977,36-37=0/2977,35-36=0/3694,34-35=0/4142, 33-34=0/4318,32-33=0/4228,31-32=0/3686,30-31=0/3686,29-30=0/3686,28-29=0/2770, 27-28=0/1832,26-27=0/668 WEBS 17-31-355/0,18-30=0/383,2-40=-1126/0,2-39=0/1017,4-39=-910/0,4-38=0/810, 6-38=-704/0,6-36=0/603,8-36=-496/0,8-35=0/396,10-35-291/0,16-32=-281/0, 17-32=0/823,24-26=-1086/0,24-27=0/990,22-27=-904/0,22-28=0/812,20-28=-713/0, 20-29=0/570,18-29=-1057/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. ��Ep PROPe, 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. Strong backs to '� NG(�EF .o be attached to walls at their outer ends or restrained by other means. Cmc\_ - R 9 87022PE r / yN *N �Aj, OREGO tip,...4/./< O OS A. Heck EXPIRES:06/30/2017 November 30,2015 1 f A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. NI. Design valid for use only with Mirek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage.delivery.erection and bracing of trusses and truss systems,see ANSI/MPI1 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street Suite 312.Alexandria,VA 22314. Citrus Heights.CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,y 6-4-8 Dinot todimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 I (Drawings scale) offsets are indicated. I Damage or Personal Injury rim Dimensions are in ft-in-sixteenths. hillilk Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. dia onal or TOP CHORDS 9 g,is always required. See BCSI. 07 „ 2. Truss bracing must be designed by an engineer.For '/16 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I .M1EIM o ILlipiii111 -0 bracing should be considered. ■_ 0 Oz 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. O C7-8 C6-7 C5-6 O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate designer,erection supervisor,property owner and plates 0-14.4' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC E$Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that ir Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. I 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. hM4 reaction section indicates j1oint 17.Install and load � number where bearings occur. vertically unless indicated otherwise. g Min size shown is for crushing only. __ 18.Use ofteen or treated lumber may y pose unacceptable environmental,health or performance risks.Consult with Industry Standards: ANSI/TPI l: National Design Specification for Metal project engineer before use. 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. himisnot sufficient. BCSI: Building Component Safety Information,tion, .74 ie Ic � 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, „ wmiANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 awl® MiTeka MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3413-B PATIO NH ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K5606070 thru K5606117 My license renewal date for the state of Oregon is December 31,2019. n�0 PRoFFss �g NGINEFR e 89200PE ,,OREGON�� �� /O 4/' 14, 2° Q;:" ' RR1L�- e' January 16,2019 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. MiTeke MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3413-B PATIO NH ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K5606070 thru K5606117 My license renewal date for the state of Washington is May 16,2019. tRILL g 4y� `, c>a cps er r0�o ,1,51398 aJ� :ks CISTER January 16,2019 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 15-02-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2015 MAX MEMBER.FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-2060) 559 1- 5=(-451) 1772 5- 2=( 0) 289 BC: 2x6 KDDF#1&BTR 2- 3=(-1772) 530 5- 6=(-956) 1767 5- 3=(-30) 99 WEBS: 2x4 KDDF STAND LOADING 3- 9=(-2065) 558 6- 4=(-450) 1777 3- 6=( 0) 285 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0^ TO -6'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 9'- 2.0^ V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 9'- 2.0" TO 15'- 2.0"V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNIF LL( 0.0)+DL( 90.0)= 90.0 PLF 0'- 0.0" TO 15'- 2.0"V 0'- 0.0" -256/ 1210V -48/ 98H 5.50" 1.99 KDDF ( 625) NOTE: 2x4 BRACING AT 24"0C UON. FOR 15'- 2.0" -256/ 1210V 0/ OH 5.50" 1.99 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" - - ---- TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 9'- 2.0" GOND. 2• Desion check d f net(-5 ^f) uplift at 24 "oc p rf g LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.058" @ 6'- 0.0" Allowed = 0.713" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL DEFL= -0.088"-@ 6'- 0.0" Allowed = 0.950" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.012" @ 19'- 8.5" • MAX HORIZ. TL DEFL = 0.020" @ 19'- 8.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 5-11-11 3-02-10 5-11-11 Truss designed for wind loads 4320# 4320# in the plane of the truss only. 12 12 6.00 M-4x6 -1.=1,1-6x6 Q 6.00 � ��pPRpFF �(;<�G NGI NF�c��/��1. 89200PE �1 M MIR 1 M MI CC o �N 1 ►'� 10 9 4,OREGON o, pi I 1** 5 6 ** 4 I /Q '1y 1 A a $°' (�4 M-3x5 M-3x4 M-1.5x3 M-3x5 Y �[_ MFR R i LA- y L ), y EXPI RES: 12-31-2019 5-08-08 3-10-12 5-06-12 b ./- 15-02 N.A.ERRILI. 15-02 L JOB NAME : POLYGON 3413-B - Al 1p/p To Scale: 0.9139 ,:�- WARNINOS: GENERAL NOTES, unless otherwise noted: /- 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 1t,1 Truss: Al and Warnings before construction commences. budding component.Applicability of design parameters and properr�t�' I Incorporation of component is the responsibility of the building designer. l 2.2s4 compression web bracing must be Instaltod where shown+. T 3.Additional temporary bracing b insure stability during conatrudlon 2.Design assumes the top and bottom chards to be laterally braced at 51398 r, Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by y, ��YY.s.1Q DATE: 1/15/2019 the overall structure is the responsibility of the buildingcontinuous sheathing such as plywood requiredsheatng(TC)anNor drywall(BC). 140, ��GIp y is pons N designer. 3.20 Impact badging or lateral bracing where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is Ore responsibility of the respective contractor. SEQ.: KS 60 60 7 0 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In•non-corrosive environment SSIONALEtG TRANS ID: LINK design bads be applied b any component. and are fa'dry condition'of use. 5.CompuTrus hes no control over and assumes no responsibility for the B.Design assumes full bearing et all supports shown.Shim or wedge if fabrication,handling.shipment and Installation of components. necessary. 7.Pedgneallbesadedon edspoge is vided. Plates tacos of truss,and placed so their center TPIIWTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. B.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-0311.ESR-1988(Welt) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 2.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE= 1.15 1-2=(-774) 153 1-4=(-47) 587 4-2=(0) 353 BC: 2x4 KDDF#16BTR SPACED 24.0" O.C. 2-3=(-774) 153 4-3=(-47) 587 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ-IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -80/ 637V -66/ 66H 5.50" 1.02 KDDF ( 625) ** For hanger specs- - See approved plans 15'- 2.0" -80/ 637V 0/ OH 5.50" 1.02 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL bOND. 2: Design_che_cked for net(-5 psfl uplift at 24 "Gc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL DEFL= -0.025" @ 7'- 7.0" Allowed= 0.950" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.085" @ 9'- 0.2" Allowed = 0.519" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.006" @ 14'- 8.5" MAX HORIZ. TL DEFL = 0.011" @ 14'- 8.5" Design conforms to main windforce-resisting system and components and cladding criteria. 7-07 7-07 Wind: 140 mph, h=21.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=l.6, 6-00 [ IIM-4x4 "':16.00 Truss designed for wind loads in the plane of the truss only- 4.0" 2 ¢�,( IIIIIIIIIIIIIIIi .1" �c�Ep PROFFss �� <( t' NEF'Q ��2 itoliiiIIIIIIIIIIIIIII4iii � 89200PE 9r o ��� © _�� 1a 7 ,OREGON ��� 10 1** 4 ** 3 OI M-3x9 M-1.5x3 M-3x4 0 /O '9r 1 4 2S) ± MFRRILA- y ), k EXPIRES: 12-31-2019 7-07 7-07 ,1 y 15-02 NO,RRIL1, JOB NAME : POLYGON 3413-B - A2 r �'o Scale: 0.4134 „op., . , ..1011 WARNINGS: GENERAL NOTES, unless otherwise noted: •'`I;� I 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon Om parameters shown and Is for an individual tsar , Truss: A2 and Warnings before construction commences. building component Applicability of design parameters and proper 2.2od compression web bracing must be installed where shown+. incorporation of component Is e responsibility of the building designer. j r 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the by and bottom chords m be laterally braced at 1'� �]]((gy�pp 44' Is the responsibility of the erector.Additional permanaM bracing of 2'o.c.and al 10'o.c.respectively unless braced throughout their length by '� 1„17p DATE: 1/15/2019 the overall structure is the responsibility continuous,Ictehgi nior such ore plywood ig to uir sheathing(TC)e e shownandnor drvwall(ec). Q�� GISTB Y.' ry of me building designer. 3.2x Impact bridging or lateral bracing required where ++ C r 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is me responsibility of the respective contractor. 61 SEQ. : K5 60 6 0 71 fasteners are complete and at no erne should any loads greater than 5.Design assumes trusses we to be used Ina non-corrosive environment. and aref«idr condition.'muse. `rl0NAL TRANS I D: LINK design p loads be applied b any component 8.Design assumes full bearing at all supports shown.Shim or wedge if 6.Can WTrus has no control over and assumes no responsibility for the entry fabrication,handling,dnlpment and installation of components. T.Design assumes adequate drainage is provided. January 16,2019 8.This design is furnished subject to Na limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center TPIIWTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate she of plata In Inches. MITek USA,Inc./CompuTrus Software 7.8.8(1L)-E M.For basic connector plate design values see ESR-1311,ESR-1088(MiTek) ..This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 - TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1578) 306 1-5=(-303) 1341 5-2=( -216) 1310 BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -116) 107 5-6=(-295) 1292 2-6=(-1494) 350 WEBS: 2X9 KDDF STAND 3-9=( -10) 5 6-3=( -119) 120 • LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE. SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -146/ 818V -57/ 144H 5.50" 1.31 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -369/ 1701V 0/ OH 5.50" 2.72 KDDF ( 625) ADDL: BC CONC LL+DL= 1210.0 LBS @ 5'- 0.0" ADDL: BC CONC LL+DL= 637.0 LBS @ 7'- 0.0" 'COND. 2: Desian checked for net(-5 osf) uplift at 24 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. MAX LL DEFL = 0.013" @ 4'- 0.0" Allowed = 0.354" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL DEFL = -0.029" @ 4'- 0.0" Allowed = 0.472" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.004" @ 7'- 6.5" MAX HORIZ. TL DEFL = 0.008" @ 7'- 6.5" 4-01-12 3-06-08 0-03-12 1' ' ' 1' Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00 M-1.5x3 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1 load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x6 ro o ��0p PRpFF a .,e 'RI` ., N /p �9 89200PE 1 o-, iii11111111111111111 .1.1.11rir a ® IYiI I 1*� 5 ** 6 co M-3x4 M-3x8 M-4x8 yG ,�OREGON ��(/ /O gy14, 20 Q-}- MRR10- y y +12109 11,6370 y 4-00 4-00 EXPIRES: 12-31-2019 • y y VSVUtli.1,4s,, JOB NAME : POLYGON 3413-B - AGIRDir,�I �o�1. Scale: 0.4660 WARNINGS: GENERAL NOTES, unless otherwise noted: t� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon me parameters shown and is for an individual �1 I,' Truss: AGIRD and Warnings before construction commences. building component.Applicability of design parameters and proper rI 2.254 compression web bracing must be installed where shown+. incorporation of component Is 81e responsibility of the building designer. vQ / u l nN 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 160. 51398 -'I/ by is the responsibility of the erector.Additional permanent bracing of 2'non and at ta'hin.echos ply wood s braced throughout their all(13ength). continuous sheathinginsuch plywood required a where s and/or drywall(BC). �G .v.�R9 DATE: 1/15/2019 the overall structure is the responsibility ate building designer. 9.2x Impact bridging or lateral bracing where shown++ ;'1i r$l+p No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility the respective contractor. '[% SEQ.: K5 6 0 60 7 2 I.fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, 6'1ONAL design loads be no con to any component. and are for'dry condition"or use. TRANS ID: LINK 5.CompuTmshes no wntrcl over and assumes no responsibility for Bre 8.Design assumes full bearing at all supports shown.Shim or wedge if neces fabrication.handling.shipment and installation of components. 7.Design sssumes adequate drainage Is provided. January 16,2019 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA.Inc./CampuTrus Software 7.8.8(1 L)-E 10.For basic connector plate design values tee ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-42) 40 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -61/ 297V -7/ 47H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -102/ 88V 0/ OH 1.50" 0.14 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50". 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. � 'PROVIDE FULL BEARTNGrJts:2.3.4 'MOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" 1-11-11 MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1' 1' MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.097" MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.145" 12 MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.250" 6.00 MAX BC PANEL TL DEFL = -0.014" @ 3'- 3.8" Allowed = 0.333" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 00 Truss designed for wind 1(3-.- 0 in the plane of the tr - '-PROF o ��J !7 I ~ �� GIN 4. s/�.2 2 _�, [ M 89200PE 0 9r M-3x4 Cr G 4,OREGON t. �<0 1'2) gy14, 20\ P+ MRRIL\- 0-08 6-00 EXPIRES: 12-31-2019 L JOB NAME : POLYGON 3 4 13-B - AJ1 + ^.!' ' Scale: 0.6956 �'��+++ ,W O . WARNINGS: GENERAL NOTES, unless olhenviee noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for an Individual Truss: AJ1 and Warnings before construction commences. building component Applicability of design parameters and proper r� 2.204 compression web bracing must be Installed where shown+. Incorpoatlan of component Is the responsibility of the building designer. • /44. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords b be laterally braced at rt, ,p,51398 4,, Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced through°W their length by �C' continuous sheathing such as plywood sheathing(TC)and/or dryoau)BC). O /Y DATE: 1/15/2019 the overall strucWre Is the responsibility of Me building designer. rl 3.20 Impact bridging or lateral bracing required where shown++ � 1$q'$tt 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. SEQ.: K5606073 °o^81 e �°° SCS fasteners are complete and at no lime should any loads greater than 5.Design assumes busses are to be used In a non-corrosive environment SjONAL� TRANS ID: LINK design loads be applied tany component. and are for"dry condition.ofuse. 5.CompuTrus has no control over and assumes no respondbilM for the necessary. e.Design assumes full bearing at all supports shown.Shim or wedge if - fabrication,handling.shipment end Installation of components. ,.Design assumes b ea aded on b drainage Is provided, and 1 6,201 9 6.This design is furnished subject to the limitations set forty by 8.Plates shell be located on both faces of truss, placed so their center TPIIWTCA In SCSI.copies of which wig be furnished upon request. lines coincide with joint center lines. B.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTfus Software 7.6.8)1L)-E 10.for basic connector plate design values see ESR-1311,ESR-108a(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER.FORCES 4WR/DDF/Cq=1.00 - TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE= 1.15 1-2=( 0) 33 2-4=(0) 0 BC: 2x4 KDDF#laBTR SPACED 24.0" O.C. 2-3=(-61) 49 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD= '32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 8.0" 0.0" - TOTAL LOAD= 42.0 PSF 0'- 0.0" -33/ 296V -14/ 69H 5.50" 0.47 KDDF ( 625) 3'- 10.9" -100/ 114V 0/ OH 1.50"' 0.18 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 57V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. [PROVIDE FULL BEARING;Jts:2.3.4 I t"ONn. 2: nenign rherked for net(-5 pof) uplift at 24 "or spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.000" @ 0'- -B.0" Allowed = 0.067" 3-11-11 MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed 0.089" T ,. MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL = 0.012" @ 2'- 2.2" Allowed = 0.246" 12 MAX BC PANEL TL DEFL = -0.025" @ 3'- 1.4" Allowed = 0.333" 6.00 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" -/ Design conforms to main windforce-resisting system and components andcladding criteria. Wind: 140 mph, h-20.20t, 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 10 in the plane of the p> .P p Op��� N �" a� ��� �8N9G200PE7 /^29 r BS M-3x4 74. ,,if OREGONt, Co 1'6 1)' 14, 2,N �,� . MRRILA-- ), ), ), EXPIRES: 12-31-2019 0-OB 6-00 VORRILI,B 4,~9 OF w.4s 4, r,. G.1 JOB NAME : POLYGON 3413-B - AJ2 /' 'i,._ o Scale: 0.6331 [S� WARNINGS: GENERAL NOTES, unless otherwise noted: ` ` 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 Truss: AJ2 and Warnings before construction commences. building component Applicability of design parameters and proper • 2.b4 compression web bracing must be installed where shown a. Incorporation of component Is the responsibilityof tiro building designer. •/�' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at 1398 • Is the responsibility of the erector.Additional permanent bracing of 2'continuous end at 1g'sheathing respectively as ply wos braced(TC)throughout their laugh).b 98 an5nuoua shging on wch as plywood required a where shownand/or tlrywelNBC). OA o>c Trsc DATE: 1/15/2019 the overall structure is the responsibility of he building designer. 3.2x Impact bridging or lateral bracing required where shown•• tv A p 1 y 4.No load should be applied to any component until after all bracing and 4.Installation of truss is he responsibility of the respective contractor. T(3,PS SEQ.: K5606074 fasteners are complete end et no time should any loads greater then 5.Design assumes trusses are to be used in a noncorrosive environment �s'rIONAL" TRANS ID: LINK design beds be applied b any component. end are for*dry condition.of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if necessary. fabrication,handling,shipment and installation of components. 7.Designlsshall moo adequate oboth drainage is trussed. January 1 6,201 9 5.This design is furnished subject to the limitations sal forth by S.Plates shall be located on both faces of truss,and placed so their center • TPIIWTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 8.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.8.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1955(MITek) e This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq-1.00li TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 33 2-4=(0) 0 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2-3=(-95) 68 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 8.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -41/ 355V -21/ 100H 5.50" 0.57 RODE ( 625) 5'- 9.2" 0/ 74V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -70/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. I 'PROVIDE FULL BEARING,Jts:2.4.3 'COND. 2: Design rhecked for nett-5 psfl nplift at 24 "oc spacing. 1 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" 5-11-11 MAX TC PANEL LL DEFL = 0.079" @ 3'- 7.2" Allowed = 0.395" T f MAX TC PANEL TL DEFL = -0.091" @ 3'- 4.8" Allowed = 0.593" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 6.00 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" Design conforms to main windforce-resisting - -,- ø 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 in the plane of the truss only. ���Eo PRopFm GlNEFss/�Nla� a 2� 9 `t 89200PE r M-3x4. 7` OREGON Q /O '9y 14, 2°N #4. MRRIL\- y y ), EXPIRES: 12-31-2019 0-08 6-00 • .1,0,R11114.6 40 sv WAS 4), JOB NAME : POLYGON 3 413-B - AJ3 40 y ,,$,;•, 0•0' `��.. Scale: 0.5784 •/1r/s r•, WARNINGS: GENERAL NOTES, unless otherwlm noted: • s/ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based and Truss: AJ3 w ro yupony o parameters designparameters ownand is for r individual and Warnings before construction commences. building component ApPllubilly of and peeper ( 2.2z4 compression web bracing must be Installed where shown•. Incorporation of component is the responsibility of the building designer. /4'� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �0� 51398.40 'W� N Mere responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length byjat .a.8 (Ay� apon ry permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(ec). O�� .&a l D f DATE: 1/15/2019 the overall structure is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown o o Q 11" 4.No load should beapplied to an component until after all bracingand 4.Installation of truss is the responsibility of the SEP.: K5606075 o flee won y respective contractor. �1 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In aeon-wrtaaive environment, �1ONAL� TRANS ID: LINK design bads be applied to any component. and are for'dry condition'of use. 5.comW Trus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if necessary. fabrication,handling,shipment and installation of components. 7.Design aa es adequate drainage is provided. January 16,2019e.This deelgn is furnished subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA in Bost,copies of which will be furnished upon request lines coincide with joint center linea. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.8.8(11)-E 10.For basic connector plate design values see ESR-1311,E55-1088(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.9" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 - TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 33 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. •2-3=(-116) 93 3-4=( -70) 27 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 8.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 328V -27/ 123H 5.50'1 0 53 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" .0.11 KDDF ( 625) 5'- 11.2" -147/ 352V -0/ OH 1.50" 0.45 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 5.9" -58/ 18V 0/ OH 1.50" 0.03 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. LL BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'PROVIDE FULL BEARING:Jts:2,5,3,4 I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. FOND 2• Den+ h k d £o tt-5 f1 L 1'f 4 "0 q VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.000" @ 0'- -8.0". Allowed = 0.067" 12 MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" 6.00 MAX TC PANEL LL DEFL = 0.041" @ 2'- 9.3" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.048" @ 2'- 11.9" Allowed = 0.596" '' SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL= -0.001" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.001" @ 5'- 11.2" , Design conforms to main windforce-resisting system and components and cladding criteria. N Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), iload duration factor=l.6, o Truss designed for wind 10-•- 4 in the plane of the tr tia.P R Op �, �NGINFF.Q /Q2 89200PE 9r o/ M. I 2►� 5► -' Cro M-3x4 7 ,,OREGON Ol 40 'O1' 14, 2° P MFRRILL 6 ), ), y y EXPIRES: 12-31-2019 0-08 6-00 1-05-15 RRILL 4.g. 4'19666 oo WWAY=�SI-r,, >, JOB NAME : POLYGON 3 413-B - AJ4 Scale: 0.5768 fi 'W:oTo�i' 4.:4:'''...:' WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Illy Truss: AJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. incorporation of component is the responds of the silt'bracedrdesigner. / r • 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bosom chords to be laterally at A� 51398 Q:4' is the responsibility N the erecter.Additional permanent bracing of 2.o.c,and at 10.c.c.respectively unless braced throughout their length by - DATE: 1/15/2019 the overall structure is Me responsibility of the buildingde continuous sheathing seen I b acing rNywooequired uirsheathing(TC)where s and/or t art's ii)5c>. 3 ��GI$TSR� . signer. 3.In Impact bridging or lateral bracing required where shown+• j SEQ. : K5606076 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ,�`QNAL C1 fasteners are complete anti et no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, design loads be applied to any component. end aro for'dry condition'of use. TRANS ID: LINK s.compaTmana.np no-aovarandasaamesnoreapandmuy o me E Desgnasstnnbearing Mall supports shown.Shim orwedge if fabrication,handling.shipment and installation of components. 7.necessary. esip assumes adequate drainage is provided. January 16,2019 B.This design is furnished subject to aro limitations set forth by 8.Plates shall be located on both faces of hiss,and placed so their center TPIPWTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. uTrus Software 7.6.8 1 L-E 9.Digits indicate size of plate in inches. MiTek USA,Ino,/Com P ( ) to.FIX basic connector plata design values see ESR-1311,ESR-1988(MiTek) , This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS CORNER GIRDER SETBACK 6-0-0 FROM END WALL LOAD DURATION INCREASE: 1.15 CHORDS: TRUSSES SPACED AT 24r'oc 2X4 DF#1SBTR TOP CHORD LL = 25psf TOP CHORD DL = 7psf • TOTAL LOAD = 32psf , • M—5x8 12 , i' 4,24 I: ". M-3x6 PROVIDE SUPPORT 0 / l 2-02-02 M-3x6 0 M-3x6 ,•� OPROp M.axe0 �� GNGINFc9 �/0 — 'tes � 89200PE 9r — cr If -7G ',OREGON t„, X40 <0 qy 14, 2°NP± MFRRILA- y y EXPIRES: 12-31-2019 1-08 e-05-13 OCL.$ 44).di wAs '1fl, JOB NAME : POLYGON 3413–B – AR Scale: 0.7505 op ,,' co;`•-r.: —.MA WARNINGS: GENERAL NOTES, unless*envies noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Isis an indivIduel Truss: AR and Warnings before construction commences. building component.Applicability of design parameters end proper .. 4 2.204 compression web bracing must be Installed where shown n. Incorporation of component is the responsibility of Me building designer. I�'�1 (� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the by end bottom chorda to be laterally braced et 513981 'w Is Me responsibility of the erector.Additional t bracing f 2'o.c.and at 10'o.c.respectively unless braced throughout their length by spon Y building 9 o continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 0�IP �GISTS� DATE: 1/15/2019 tie overall structure is the responsibility of the building designer. 3.20 Impact hedging or lateral bracing required where shown n n SEQ.: K5 6 0 60 7 7 4.No load should be applied to any component until after all bracing and 4.Installation of cess Is the responsibility of the respective contractor. Sy fasteners are complete and at no time should any loads greater than 5.Design a mea trusses are to be used In a nonconoslve environment, s IONAL � TRANS I D• LINK design beds be applied to any component. and are for condition'of use. 5.CompuTrus has no control over and assumes no responsiblllly for the 6.Deaton ase eafull bearing et all supports shown.Shim or wedge If febdcaticn,handling,shipment and installation of components. s assumes m '.Patescded on othdraiface'of ruse n January 16,2019 8.This design Is furnished subject to the limitations set forth by S.Plates shell he locoed on both feces of true,and placed so Mab center TPIIWTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits Indicate die of plate In Inches. MiTek USA,Inc./CompuTrus Software 6.2.3(1L)-Z is.For basic connector plate design values sea ESR-1911,ESR-1915e(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 _ TC: 2x4 KDDF #1&B000 LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 33 2-10=(-1018) 5204 3-10=( -61) 465 2x6 KDDF #1&BTR T2 SPACED 24.0" O.C. 2- 3=(-5997) 1200 10-11=(-1317) 6874 10- 4=( -234) 1443 BC: 2x6 KDDF #1&BTR 3- 4=(-6056) 1212 11-12=(-1101) 5946 10- 5=(-1827) 392 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-5410) 1111 12-13=(-1101) 5946 5-11=( -25) 347 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-6898) 1427 13- 9=( -714) 3848 11- 6=( -375) 1591 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3907) 763 12- 6=( 0) 130 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-4412) 832 - 6-13=(-2514) 550 8- 9=(-4444) 847 7-13=) -260) 1540 -- LL = 25 PSF Ground Snow (Pg) 13- 8-(- 755) 304 NOTE: 2x4 BRACING AT 24"OC UON. FOR ADDL: TC UNIF LL+DL= 160.0 PLF 8'- 0.0" TO 12'- 0.0" V ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0" TO 12'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA -- LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ADDL: TC CONC LL+DL= 598.0 LBS @ 8'- 0.0" 0'- 0.0" -657/ 3336V -72/ 77H 5.50" 5.34 KDDF ( 625) OVERHANGS: 8.0" 0.0" ADDL: BC CONC LL+DL= 1440.0 LBS @ 12'- 4.0" 27'- 6.0" -412/ 2330V 0/ OH 5.50" 3.73 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'C ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ':OND. 2: Design checked for_net(-5 psff uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR SOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX LL DEFL = 0.168" @ 12'- 5.8" Allowed = 1.329" MAX TL DEFL = -0.384" @ 12'- 5.8" Allowed= 1.772" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.050" @ 27' 0.5" MAX HORIZ. TL DEFL = 0.116" @ 27'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat .. B MWFRS(Dir), load duration factor=1.. Truss designed for w' • e.- PR O • in the plane of th. - _1 T 7-11-11 T 11-06-10 ,r 7-11-11 ,r `., �" C"INFF9 s/0 4-00-12 3-10-15 4-02-09 2-11-12 4-04-05 3-10-15 4-00-12 ,�'.. C #...... 12 +5989 12 �. 89200PE C' 6.00 M-5x12 M-3x6 M-3x12 M-5x8 Q 6.00 � T2 P.i.i M-1,5x3 .M-1.5x3 +. + 74. ,,OREGON t,, ice M-5x12 000r„,..000000.0 _... 1O AIr 14, 2��Q, o � o FR R I l.�- 2 10 11 12 13 **' EXPIRES: 12-31-2019 o M-4x8 0.25" M-1.5x3 M-3x12 M-5x6 0 M18HS-7x8(S) 1 y '1440# , y y 7-04-12 5-01 2-08-04 4-11-04 7-04-12 3, l 1 _ 0-08 27-06 40 o 8 ), JOB NAME : POLYGON 3413-B - B1 �' �'� G� It, Scale: 0.2266 „ u : e' WARNINGS: GENERAL NOTES, unless otherwise noted: - 1.Builder and erection mntractw should be advised of all General Notes 1.This design Is based only upon me parameters shown end is for an Individual ` Truss: B1 and Warnings before construction commences. buIWing component.Applicability of design parameters end proper (1r 2.200 compression web bracing moat be Installed where shown* incorporation of component is the responsibility of the building designs,. I tj 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop end bottom chords to be laterally braced et r0� 51398 rcp Is Na responsibility of the erector.Additional permanent bracing of 2'continuous and at 10'o.c,respectively unless braced throughout their length by A continuous sheathing each as plywood sheathing(TC)andiw drywalNec). 9f •C,Lj �, DATE: 1/15/2019 Me overall structure Is the responsibility of the bullekg designer. 3.20 Impact bridging or lateral bracing required where shown•• �1$Tg1L SEQ.: K5 60 60 7 8 4.No load should be applied to any component until after all bracing and 4.Insbllelon of truss is to responsibility of to respective contractor. } fasteners are complete and at no time should any loads greater then 5.Desitin assumes trusses are m be used In a nonurrosive environment ��{OIaT A i � TRANS ID' LINK design loads be applied to any component. and are for'dry condition'ruse. t�L13+ 5.CompuTrus has no control over and assumes m responsibility for the 8.Design assumes full bearing et all supports shown.Shim or wedge If • fabrication,handling,shipment and installation of components. ssery. omen 7.Deter h li belcaed on both to trusts,d.an January 16,2019 5.This tleaign is furnished subject to aro limitations get forty by 8.plates shell be located on both feces.(truss,end pleoetl so their canter TPIIWTCA In SCSI,copies of which will be furnished upon request lines coincide with joint center lines. BMiTek USA,Inc./Com uTrus Software 7.8.8 1 L.E10.Digits Indicate elm of plate In inches. P ( ) .Dwbanccote slse plate design I inches. sae ESR-1311,ESR-1938(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8' 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2998) 628 1-5=(-568) 2526 5-2=( -232) 1259 4-7=(-1984) 446 BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-1606) 366 5-6=(-556) 2462 2-6=(-1172) 282 WEBS: 2x4 KDDF STAND 3-4=(-1408) 342 6-7=( -44) 104 6-3=( -119) 568 LOADING 6-4=( -506) 2308 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 42.0 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -344/ 1658V -42/ 105H 5.50" 2.65 KDDF ( 625) NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow(Pg) 8'- 0.0" -711/ 3191V 0/ OH 5.50" 5.11 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 1210.0 LBS @ 3'- 0.0" ' ADDL: BC CONC LL+DL= 637.0 LBS @ 5'- 0.0" ADDL: BC CONC LL+DL= 2330.0 LBS @ 7'- 0.0" I' ( 2 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 Attach 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2015 AND INC 2015 NOT BEING MET. MAX LL DEFL = 0.011" @ 3'- 0.0" Allowed = 0.359" nails staggered: MAX TL DEFL = -0.023" @ 3'- 0.0" Allowed = 0.472" Yoh 9" oc in 1 row(s) throughout 254 top chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP SEASONED LUMBER IN DRY SERVICE CONDITIONS 9" oc in 2 row(s) throughout 2x6 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" oc in 1 row(s) throughout 2x9 webs. MAX HORIZ. LL DEFL -0.003" @ 7'- 10.3" *" For hanger specs. - See approved plans 6-02-11 1-09-05 MAX HORIZ. TL DEFL = 0.005" @ 7'- 10.3" Design conforms to main windforce-resisting 3-01-12 3-00-15 1-09-05 system and components and cladding criteria. 1' f T T 12 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 load duration factor=1.6, End vertical(s) are exposed to wind, M-3X5 Truss designed for wind loads in the plane of the truss only. 4i4i cp ® ElGI 1 5 6 `c 7 --/ O 774. ",OREGON [tib M-3x4 M-3x9 M-7x8 M-3x8 <0 q y 14, 2° P1- MFRRI1..\- i, *1210# ♦6379 r +23309 y EXPIRES: 12-31-2019 3-00 2-09-12 2-02-04 b Y 8-00 .0LL 8 44) ,4 WAS 'q'f'T, JOB NAME : POLYGON 3413-B - BGIRD 0 '''' /�4�w �o �. Scale: 0.4713 ✓ sir i d WARNINGS: GENERAL NOTEB, unless otherwise holed' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual ., V Truss: BGIRD and Warnings before construction commences. building component.Applicability of design parameters and proper t gr' 2.2c4 compression web bracing must be Installed where shown i. incorporation of component is the responsibility the building designer, / 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at .4� 51398 Q,f' 0 the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood shee where)and/or drywati(BG). O F ,(�.� DATE: 1/15/2019 the overall structure is the responsibility of the building designer. G R ,? Po N9 B 3.In Impact bridging or lateral bracing required where shown+a 1$1 V ly 4.No load should be applied to any component until after all bracing and 4.Installation O truss Is the responsibility of Be respective contractor. SEQ.: K5 60 60 7 9 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-comosice environment, SSIONALlalCi design beds be applied to any component. end are for"dry condition'of use. TRANS I D: LINK s.c aT ua has control over and assumes no res 8.Design assumes full bearing at all supports shown.Shim or wedge if - omp no responsibility for the cary fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. January 16,2019 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 5.Digits indicate Nin of plate in inches. MiTek USA,Inc./CompuTrus Software 7.8.8(IL}E 10.For basic connector plate design values see ESR-1311,ESR-1580(MITek) I This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-29) 33 2-4=(0) 0 - BC: 2x4 KDDF #14BTR SPACED 24.0" O.C. 2-3=(-25) 14 • TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12.0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 8.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -43/ 165V -4/ 28H 1.50" 0.26 KDDF ( 625) 0'- 11.2" -12/ 28V 0/ OH 1.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 0.0" -12/ 13V 0/ OH 1.50" 0.02 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. !PROVIDE FULL BEARING:Jts:2.4.4 I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX BC PANEL LL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.026" MAX BC PANEL TL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.035" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.000" @ 0'- 11.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 0'- 11.2" 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.4ft, TCDL=4.2,BCDL=6.0,.ASCE 7-10, (All Heights), Enclosed, Cat-2, Exp-B, MWFRS(Dir), load duration factor=1.6, n1 Truss designed for wind loads p in the plane of the truss only. 0 r. ixiillili.-, o Q,Ep PROFe011 5�� c�G►NFF ‘.).0 S�p 89200PE r I -3x9 ct G '�OREGONt , �4/ /O 'iY 14 `1°N `\" MFRRI1..\-9" EXPIRES: 12-31-2019 l b b 0-08 1-00 BRILL ,,j ) 0 WAS.F `i%, JOB NAME : POLYGON 3413-B - BJ Scale: 1.1876 Xi*/1 "--- ?� - �L� WARNINGS: GENERAL NOTES, unless otherwise noted: / 1.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown end is for an Individual e Truss: BJ and Warnings before construction commences. building component Applicability of design parameters and proper '7 2.214 compression web bracing must be instated where shown+. Incorporation of component is the responsibility of Be building designer. I�'od N 3.Additional temporary bracing to Insure stability during consW dion 2.Design assumes the lop end bottom chords m be laterally basad et '� 51398 is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ` s� DATE: 1/15/2019 the overall structuress the responsibility f the building designer. 20 continuous bridging or such as plywood airedsheathing(TC)ereshown and/or tlrywall(BC>. Oj, 4'orS,I,Dw'' sponai ry o g 3.gx Impact bridging or lateral bracing required where shown+. '^,'�+ SEQ.: K5 60 60 8 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. `rrONAL T fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment' s' design loads be spotted to any component. and are for*dry condition'of use. TRANS I D: LINK s.cpmparras has no woad over and assumes no responsibility for the S.Design assumes hill bearing at all supports shown.Shim or wedge if necessary. fabrication,handling,shipment and installation of components. 7.Design B.This design is furnished subject to Me limitations set forth by S.Plates shall be Isowaed on both faces quete drainage iof truss,s ,aand placed so their center January 16,2019 TPI/WTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. B.Digits indicate sloe of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-19888(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS CORNER GIRDER SETBACK 8-0-0 FROM END WALL LOAD DURATION INCREASE: 1.15 CHORDS: TRUSSES SPACED AT 24rroc 2X4 KDDF fk1&BTR TOP CHORD LL = 25psf TOP CHORD DL = 7psf TOTAL LOAD = 32psf • • 12 9.24 " M-3x6(S) M-5x8 0* PROVIDE SUPPORT @ 98" O.C. AND AT END M-3x6+ -- / y M-3x6— 8-00-13 \NEO PROFFS M-3x6— SS�G�.1,GINF�c�9 '�' L M-3x6— ,....".4 89200PE 9r' M-3x8 100 Cr 7 � ,�OREGON �, ,c, / , O fr 14, 2 P+ MFRRIIA- y y EXPIRES: 12-31-2019 1-07-12 11-03-12 • L � 443 cv wAs1 .q'`t> JOB NAME : POLYGON 3 413—B — BR �� �� Scale: 0.4918 OPfad's.. • WARNINGS: GENERAL NOTES, unless otherwise noted: e: 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 `1 Truss: BR and Warnings before construction commences. building component.Applicability of designparameters and proper f' 2.2x4 compression web bracing must be installed where shown+ incorporation of component Is Ma responsibility of tiro building designer. /Y / 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �.11., 51398 �� Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 1/15/2019 the overall structure Is there bili continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). A responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ tis CAIS 3 r�`�.lT 4.No load should be appllatl to responsibilityany canponenl until after all bracing entl 4.Instelletlon of truss Is Maresponsibilityof tits respective contractor, sy�y �.1,](� 'Y� SEQ.:.: KS 60 60 81 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, V V'tONAL e design loads be applied any component. and are for condition'of use. TRANS I D: LINK b 5.turn Tma has no control over dna assumes no re 8.Design assumes full bearing et all supports shown.Shim or wedge If pu sponsibility for the necessary. cetl fabnon,handling,shipment and installation of components. 7. esign assumes adequate drainage is provided. 9. January 16,2019 Thls design is furnished subject to the limitations set forth by a.Plates shall be located on both faces of truss,and plead so their center TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. g.Digits Indicate size of plate in inches. MiTek USA,Ino./CompuTrus Software 8.2.3(1 L)-Z 10.For basic connector plate design values sea ESR-1311,ESR-f 988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS CORNER GIRDER SETBACK 1-0-0 FROM END WALL LOAD DURATION INCREASE: 1.15 CHORDS: TRUSSES SPACED AT 24rroc 2X4 KDDF #18BTR TOP CHORD LL = 25psf TOP CHORD DL — 7psf TOTAL LOAD = 32psf 12 9.24 1 • M-3x6— 0 PROF '<<- c6'6'�Nc /p� 2"-; -c : 89200P r ,�OREGON ,� to /Q Y 4 a 2D�P—�� FRRILA- EXPIRES: 12-31-2019 b b ), 1-07-12 1-04-04 . 44)o `.oast. wAsI `t1), •JOB NAME : POLYGON 3413-B - BR2 Scale: 1.3789 '�^ `' �`���� • ;: `l." WARNINGS: "'- GENERAL NOTES, unless otherwise noted: 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 4 Truss: BR2 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.204 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. / 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords b be laterally braced at �+� 51398.„.0 �~ Is the responsibility of the erector.Addst nal permanent bracing of I c.c.and et 10'c.c.respectively unless braced throughout their length by canaoasanggitwsuch ebplywood required shown ayw.lyBc). 0I�� ISTD ' DATE: 1/15/2019 Ina Dacron structure is the responsibility or the building designer. 3.Sr Impact bridginglateral bracinga wn.re shown.. t or roquire SEQ.: K5 60 60 8 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. A4 VICI fasteners are complete and at no time should any mads greater then s.Design assumes busses are m be used m a non-corrosive environment, aS IONAL design mads be applied to any component. end are for'dry condition'of use. TRANS I D: LINK s.com rma has no whoa over and sesames no res 8.Design assumes full bearing at all supports shown.Shim or wedge if pu ponsibltiry for the rues fabrication,handling,shipment and installation of components. necessary. T.Design eladequate bcdrainage lo buss.d. and January 16,2019 e.This design Is furnished subject to the limitations sal conn by S.Plates shall be located on both feces of buss,end placed so their center TPIIWTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CnmpuTrus Software 8.3.2(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 34-00-00 DUTCH SETBACK 8-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#148TR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2-15=(-2648) 11304 15- 3=( -758) 3660 11-22=(-264) 1800 2x6 KDDF #1&BTR T2 2- 3=(-12816) 3050 15-16=(-2302) 9724 3-16=(-1936) 366 22-12=( -92) 390 BC: 2x4 RODE #1&BTR LOADING 3- 4=( -8746) 2256 16-17=(-1950) 7802 16- 4=( -12) 594 WEBS: 2x4 ROOF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( -8050) 2210 17-19=(-2496) 9360 4-17=( -622) 82 2x4 DF 2400F A; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 34'- 0.0" V 5- 6=( 0) 0 18-20=( -108) 404 17- 5=( -330) 2134 2x4 KDDF #1&BTR B TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 8'- 0.0" TO 26'- 0.0" L 5- 7=( -7224) 2018 20-21=(-2166) 8308 17- 7=(-2588) 756 BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 34'- 0.0" V 7- 8=( -9308) 2620 21-22=(-2004) 7500 7-19=( 0) 512 TC LATERAL SUPPORT 0= 12"OC. UON. 8-10=( -7568) 2160 22-13=(-1540) 5898 18-19=( 0) 142 BC LATERAL SUPPORT 0= 12"OC. UON. TC CONC LL( ,466.7)+DL) 130.7)= 597.3 LBS @ 8'- 0.0" L 9-11=( 0) 0 19-20=(-2058) 7942 TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 26'- 0.0" L 10-11=( -6138) 1702 19- 8=( -388) 1234 - 11-12=( -6882) 1862 20- 8=( -724) 422 NOTE: 2x4 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12-13=( -6844) 1842 8-21=(-1136) 250 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 13-14=( 0) 50 21-10=( -146) 942 10-22=(-2088) 688 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OVERHANGS: 12.0" 12.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -900/ 3801V -95/ 95H 5.50" 6.08 KDDF ( 625) M-1.5x4 or equal at non-structural ( 2 ) complete trusses required. 39'- 0.0" -900/ 3801V 0/ OH -5.50" 6.08 KDDF ( 625) vertical members (uon). Attach 2 ply with 3••x.131 DIA GUN nails staggered: 9" me in.l row(s) throughout 2x4 top chords, OND. 2: Design checked for net{-5 psf) uplift at 24 "lac spacing. 9'• on in 2 row(s) throughout 2x6 top chords, 9" oc in 1 row(s) throughout 2x4 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.319" @ 13'- 4.7" Allowed = 1.654" MAX TL DEFL = -0.515" @ 13'- 4.7" Allowed = 2.206" 12-08-11 8-05-06 12-09-15 MAX LL DEFL = 0.001" @ 35'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.001" @ 35'- 0.0" Allowed = 0.133" 2-09-12{ 4-04-03 .( 5-01 1-02-14 3-11 SEASONED LUMBER IN DRY SERVICE CONDITIONS 2-09 2-09-12� 0-06-05 2-08-08f---f3-04-02 4-05-08 MAX Hoalz. LL DEFL = 0.159" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.2 • p 8-10 .( 8-10 (0) •ROp :( 12 +597.30# M-3x8 1597.30# 12 Design conforms t, 12 p •�. , 14T�/ 6.00 '7.16.00 system and comp.�e•�,�T�- - 4}, y -.O M-3x6 M-3x6 IIM-4x4+ Wind: 140 mph, h=22 4�P�0sv., 1 DL=4.2,BCDL=6.0, ASCE 7 • (All Heights) `' .sed, ® ,;) GLL1.//lV1 OIDIDCMWFRS 's load duratio fact,r=1.6,(./ rr GG M-4x10 M-5x6 Truss design-• • wind loads Ml8HS-5x16 in the plane of the truss only. M-3x4 - M-2.5x4 or e u non-structural diagonal i M-1.5x3 M-3x8 9 OREGON Oti lVc o M-9x10 �A -_ --e T �/rt O4fr 4 ,ys� a, 1 ��-15 16 17 , 19' 1= 4Z m 1 V o 2 M-3x4 M-3x8 0 18 20 21 22 V\ o MRR►�L i old-1.5x3 M-3x10 0.25" M-3x8 M-3x8 0 0 M-7x10 -3.75 M-5x8(S) EXPIRES: 12-31-2019 12 b b J' l y k J' J' )' Y2-05-08 -09-12 2-11-08 5-02 ,, 4-11-08 3-07-10 3-09-06 8-02-12 y ,,2-05-081 10-09-08 20-09 y ,, ATr r 0-08 34-00 0-08 44)oaWAS 1), JOB NAME : POLYGON 3413-B - Clya117 51;. G. Scale: 0.1500 �/► /, • e WARNINGS: GENERAL NOTES, unless oherwlse soled: r,�• NOW Jr . 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 Yes Truss: Cl and Warnings before construction commences building component Applicability of design parameters and proper r I 2.2x4 compression web bracing must be installed whore shown• ncorporation of component Is he responsibility of the building designer. I 47'7 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap and bottom chorda to be laterally braced at vd0 51398 �,'� is the responsibility of the erector.Additional permanent bracing of 2'nfn end at ea0.lain,respectively ply woods sheathing(TC) (TC)and/their laugh by continuous orng sucheaacing re uireMihere shown r-. OA 4.GISTEW DATE: 1/15/2019 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Ys'• V 4.No load should be applied to any component until after all bracing and 4.Installation of buss is he responsibility of the respective contractor. SEQ.: 1<5606083 fasteners are complete and at no time should any loads greeter than 6.Design assumes busses are to be used m a non-corrosive environment' s"'40NALAtT G design loads be applcoied to any component, and are for me hdidry bean.of use. TRANS I D: LINK s.cam Trwa has n no-al over and assumes no re A Despn assn full b ring at all supports shown.Shim or wedge If • W sponNbility for the necesracy fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage Is provided. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of buss,and placed,w their center January 16,2019 TPLWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lino. 9.Digits indicate tlra of date in Inches. MITek USA,Ino./CompuTrus Software 7.6.B(1L)-Z 10.For basic connector pleb design values see ESR-1311,ESR-1988(MUek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF#16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 33 2-10=(-391) 2138 3-10=(-253) 182 BC: 2x9 KDDF#1&BTR SPACED 29.0" O.C. 2- 3=(-2510) 525 10-11=(-258) 1794 10- 4=( -20) 998 WEBS: 2x9 KDDF STAND 3- 4=(-2275) 498 11-12=(-274) 1794 9-11=(-642) 235 LOADING 4- 5=(-1611) 439 12- 8=(-399) 2138 11- 5=(-231) 1069 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1611) 439 11- 6=(-643) 235 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2275) 498 6-12=( -20) 448 TOTAL LOAD= 92.0 PSF 7- B=(-2510) 525 12- 7=(-253) 182 OVERHANGS: 8.0" 8.0" 8- 9=( 0) 33 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -222/ 1504V -189/ 189H 5.50" 2.41 KDDF ( 625) 39'- 0.0" -222/ 1504V 0/ OH 5.50' 2.41 KDDF ( 625) BOND 2 D s'g h k d f ( 5 ns 1 olif a 9 o pace o VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX LL DEFL = -0.114" @ 17'- 0.0" Allowed = 1.654" MAX TL DEFL = -0.193" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.000" @ 34'- 8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 34'- 8.0" Allowed = 0.089" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.050" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.083" @ 33'- 6.5" 17-00 17-00 1' Design conforms to main windforce-resisting 6-00-05 5-05-13 5-05-13 5-05-13 5-05-13 6-00-05 system and components and cladding criteria. T 1f 'f 1f ,1 T 1f 12 Wind: 190 mph, h=23.4ft, TCD Dxg l]al' 7-10, 12 Imo" 11,ftl 6.00 M-9x6 (All Heights), Enclo- d,�y E r , .(Dir), ..6.00 load duration fact ('Vn 4.0" Truss designed f•._ ••, INEF9 6% 5 4� in the plane of YYY yy.. M-5x6(6) ! M-5x6(5) �� 89200PE 9r 0.25` 0.25" g, c M-1.5x3 /4111100„M-1.5x3 7 Cr 4,OREGON O ' /\\ I), & iQ 'y1412°�P.. - in rn FR R I IA- sir ea EXPIRES: 12-31-2019 2 10 11 I' 12 0.25"o M-4x4 M-3x4 xo M-5x8(S) l r y )' l J' y 8-09-04 8-02-12 8-02-12 8-09-04 b yR.RII.L 0-08 34-00 0-08 O Wap JOB NAME : POLYGON 3 413-B - C2 /y"w,�'�Lo�. A Scale: 0.1778 ^, :�,/+�`� i WARNINGS: GENERAL NOTES, unless otherwise noted: l�/ / 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 -" ♦%Se Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper `�I 2.244 compression web lensing must be Installed where shown 4. Incorporation of component Is the responsibility of the building designer. � 3.Additional temporary firedog to Insure stability dunnq construction 2.Design assumes the top end bosom chords b be laterally braced e1 �t 51398 �'� Is the responsibility U the erector.Additional permanent bracing o/ Y oz.end at 10'o.c.respectively unless braced throughout their length by DATE: 1/15/2019 the overall structure is the responsibility of the building designer. continuous sheathing such i bs plywood reqshuired a eMere shown a tlrywall(BC). O���,8GIs1�.¢ 3.2n Impact bddging or lateral bracing required whore shown.a 'G .�.i" 4.Na load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor, SEQ. : KS 60 60 8 4 fasteners are compete and.t no time should any loads greater than 5.Design assume:trusses are to be used In a non-corrosive environment ssjONStICI AL TRANS ID: LINK design loads be applied b any component. end are for"dry wndltlon'o use. • 5.CompuTrus hes no control over and assumes no responsIdlhy for the e.Design assumes full bearing at all supports shown.Shim or wedge If necessary. fabncebon,handling.shipment and installation of components. 7.Designeshail besaded one b drainage is truss,d. and 16,2019 B.This design Is furthered subject m the limitations set forth by S.Mates shell be located on both faces of truss,and placed co their center TPVWTCA in SCSI,copes of which wit be furnished upon request. line coincide with Join caner lines. , S Digits Indicate aided/pate in inches. MITek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1903(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 2x4 ROOF #1&BTR LOAD DURATION INCREASE= 1.15 1- 2=( 0) 33 2-11=(-794) 4293 11- 3=( -208) 1398 7-16=( 0) 406 BC: 2x9 KDDF#1&BTR SPACED 29.0" O.C. 2- 3=(-4872) 931 11-12=(-695) 3691 3-12=(-1297) 324 16- 8=(-206) 157 WEBS: 2x9 KDDF STAND 3- 9=(-2797) 552 12-13=(-389) 2499 12- 4=( 0) 371 LOADING 4- 5=(-2106) 496 14-15=( -8) 54 4-13=( -754) 181 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2076) 585 15-16=(-296) 1872 5-13=( -295) 202 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-1621) 435 16- 9=(-392) 2127 14-13=( 0) 29 TOTAL LOAD= 42.0 PSF 7- 8=(-2278) 996 13-15=( -199) 1319 OVERHANGS: 8.0" 8.0" 8- 9=(-2501) 519 13- 6=) -303) 1073 LL = 25 PSF Ground Snow (Pg) 9-10=) 0) 33 15- 6=( -57) 916 15- 7=) -691) 237 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0,0" -222/ 1504V -189/ 184H 5.50" 2.91 KDDF ( 625) 39'- 0.0" -222/ 1509V 0/ OH 5.50" 2.41 ROOF ( 625) JOND. 2: Design checked for nett-5 psfl uplift at 24 "cc snaring. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX LL DEFL = -0.182" @ 13'- 4.0" Allowed = 1.654" MAX TL DEFL = -0.303" @ 13'- 4.0" Allowed = 2.206" MAX LL DEFL = 0.000" @ 34'- 8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 34'- 8.0" Allowed = 0.089" 17-00 A 17-00 SEASONED LUMBER IN DRY SERVICE CONDITIONS 1 f 2-09 5-03 5-04-12 3-05-08 6-06 , 4-07-07 , 6-00-05 MAX HORIZ. LL DEFL = 0.108" @ 33'- 6.5" MAX HORIZ, TL DEFL= 0,179" @ 33'- 6.5" 12 12 6.00 17 SIM-6x6 Q 6.00 Design conforms to main windforce-resisting 6.0" system and components and c - 'p-�/1' eria. 6 Wind: 140 mph, h=23.4ft, To. DD=A.kQ 0, '��! (All Heights), Eno st, 1 5 -'r), M-1,5x3 IIIIIM-5x6(5) load duration fa. `` I w\ I~•, "A V O� Truss designed b0e� cIY M-5x6(5) 0.25" in the plane o , ass only. 9 0.25„ Cr' 89200PE v ,k+ lifrPP\ M-1.5x3 M-3x6 47 OREGON t,, �(C/� M-3x8 _ = � - o i0 "I 14 20 "\- J,- it 12 13°1h': �T. e`e ' MFR RILL 0 0 2 M-3x9 0 19 15 16 a 9 0 to M-3x4+ M-5x8 o M-5x8 M-4x8 0.25" =M-9x4 0 M-3x4+ M-1.5x3 x3.75 M-5x6(S) EXPIRES: 12-31-2019 12 y JO J' k J' JO l 2-05-08, 5-03 5-08-04 , 3-07-04 8-02-12 8-09-04 y , 12-05-08 10-09-08 20-09 y y RILL 0-08 34-00 0-08 ..4:1'0 W� �1), JOB NAME : POLYGON 3413-B - C2C �'' �' tk opo O Scale: 0.1653 �r. ../,./... 'es,- , • WARNINGS: GENERAL NOTES, unless odrerMse noted ,✓J -, 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 -` ', Truss: C2C and Warnings before construction commences. building component.Applicability of design parameters and proper �r 2.204 comprosclon web bracing must be installed where shown+. incorporation of component la tln responsibility of the building designer. / 'I tl 44' 3.Additlonal temporary bracing to insure stability during construction 2.Design assumes the by end bottom chords to be laterally braced at �+ 51398 q, Y oz.and at 10'oz.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of A continuous sheathing such as plywood sheamingaq andlw drywell(BC). Oar, oISTER� DATE: 1/16/2019 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown•+ 4,No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ.: K5606085 fasteners are complete and at no lime should any mads greater than 5.Design assumes trusses we t be used In a noncorrosive environment SsIONALE�G TRANS ID• LINK design loads beapplied toany component. andareof use. 5.CompuTrus hes no control over and assumes no responsibility for the e.Dia �n assumes full bearing at all supports shown.Shim or wedge If fabrication,handling,shipment and installation of components. se y Patssameocaedon bothfaces truss, January 16,2019 6.This design Is famished subject to Sr.limitations sal forth by S.Plates shall be located on both of truss,and placed so their center TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sire of plate In Inches. MiTek USA,Ino./CompuTrus Software 7.B.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 0.0" INC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 33 2-12=(-535) 2159 12- 3w) 0) 289 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-2528) 690 12-13=(-537) 2151 3-13=(-570) 192 WEBS: 2x9 KDDF STAND 3- 4=(-1944) 656 13-14=(-437) 1708 13- 4=(-135) 542 LOADING 9- 5=( 0) 0 14-15=(-555) 2151 13- 6=(-183) 136 • TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 9- 6=(-1644) 624 15-10=(-553) 2154 6-14=(-182) 136 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1644) 624 8-14=(-135) 542 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 14- 9=(-570) 192 8- 9=(-1944) 656 9-15=( 0) 289 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2528) 690 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 33. BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. OVERHANGS: 8.0" 8.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -279/ 1504V -148/ 148H 5.50" 2.41 KDDF ( 625) JT 2, 10: Heel to plate corner = 1.75" 34'- 0.0" -279/ 1504V 0/ OH 5.50" 2.41 KDDF ( 625) ICOND 2- Desi n ch k d f tl-5 oaf) uplift t 24 " c =gating VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX LL DEFL = -0.119" @ 17'- 0.0" Allowed = 1.654" MAX TL DEFL = -0.191" @ 17'- 0.0" Allowed= 2.206" MAX LL DEFL = 0.000" @ 34'- 8.0" Allowed= 0.067" MAX TL DEFL = -0.001" @ 34'- 8.0" Allowed = 0.089" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.052" @ 33'- 6.5" MAX HORIZ. TL DEFL= 0.087" @ 33'- 6.5" 15-11-11 2-00-10 15-11-11 Design conforms to main wi.- -ting f 'f 0 T system and components Oyd1:11R l�iJre , 7-03-04 6-05-04 2-03-03 1-00-05 2-03-03 6-05-04 7-03-04 t�J flllr f 1f 1f 'f 'f 'f 1f 'f T Wind: 140 mph, h=23.2ft ... -air... 1-00-05 (All Heights), E• Ce 14.w '?"1 ), 14-00 1. T 14-00 load duration f - - .6 `" eh. CA- T 1f 7 'f 1' Truss designe. 4 d loads 29. 12 M-4x6 M-4x6 12 in the plane - .•.- truss �g1}7�y,1OOPE 1 6.00 M-3x4 Q6.00 88I``.��•�G • M-3x4 M-3x4 yG OREGON o„ to /6 'k14, i v,. FRR11-k- rnrn o 1 2 12 �3 •r 1-4- 1& -o EXPIRES: 12-31-2019 I M-4x4 M-1.5x3 0.25" 0.25" M-1.5x3 -M-4x4 0 M-5x8(5) M-5x8(S) .1 b b y 1' b y y 7-01-08 6-05-04 6-10-08 6-05-04 7-01-08 b bRRILL BA 0-08 34-00 0-08 4$) 0�WD ,?, JOB NAME : POLYGON 3413-B - C3 sale: 0.1778 -.41'11 a.. o /� WARNINGS: GENERAL NOTES, unless otiiarwl¢e noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and lake en individual Truss: C3 and Warnings before construction commences. building component Applicability of design parameters and proper9 r 2 2x4 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility Me building designer. (�'I 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bo=om chords to be laterally braced al . 51398 'Wel4 Is me responsibility of me erector.Addinsure stability nal permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /5 .s� 8 _S`y', DATE: 1/16/2019 the overall structure Is the responsibility of the building designer. continuous sheathinginsuch l bs oiliplyng requiredd her shown and/a tlrywall(BC). �{{1j� �Gjs 11/r� .(c 3.20 Impact bridging or lateral bracing where ++ 'CC' 111--• SEQ.: K5 60 60 8 6 4.No load should be applied to any component until after et bracing and 4.Installation sa Ilation of truss is to responsibility of to respective contractor. fasteners are complete and et no time should any loads greeter than Design assumes trusses are to be used in a non-corrosive environment, S 70NAT TRANS ID: LINK design loads be applied to any component. arra are for"dry hdlbai of use. 670NAL 5.CornWTms hes no control over and assumes no responsibility for the B.Design assumes full bearing et all supports shown.Shim or wedge if necessary. fabrication,handling,shipment and Installation of components. 7.Palos abesadad on both Is provided.an January 16,2019 B.This design K furnished subject to the limitations set forth by S.Plates shall be located on both/aces of truss,end glazed so their center TPIIWTCA In SCSI,copies of which will be furnished upon request lines coincide with join)center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrue Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1955(Wok) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 33 2-10=(-399) 2154 10- 3=( 0) 289 BC: 2x4 KDDF #10BTR SPACED 24.0" O.C. 2- 3=(-2528) 539 10-11=(-401) 2151 3-11=(-570) 208 WEBS: 2x9 KDDF STAND 3- 4=(-1944) 496 11-12=(-266) 1708 11- 4=(-101) 542 LOADING 4- 5=(-1644) 492 12-13=(-421) 2151 11- 5=(-174) 93 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0.PSF 5- 6=(-1644) 492 13- 8=(-419) 2154 5-12=(-174) 93 BC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-1944) 496 6-12=(-101) 542 TOTAL LOAD= 42.0 PSF 7- 8=(-2528) 539 12- 7=(-570) 208 8- 9=( 0) 33 7-13=( 0) 289 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 8.0" 8.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -209/ 1504V -148/ 1488 5.50" 2.41 KDDF ( 625) 34'- 0.0" -209/ 1504V 0/ OH 5.50" 2.41 KDDF ( 625) ,TT 2, 8: Heel to plate corner = 1.75" OND. 2: Design checked for net(-5. sf) uplift at 24 "cc specilla. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX LL DEFL = -0.114" @ 17'- 0.0" Allowed = 1.654" MAX TL DEFL= -0.191" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.000" @ 34'- 8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 34'- 8.0" Allowed = 0.089" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.052" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.087" @ 33'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 13-11-11 6-00-10 13-11-11 '1' Wind: 140 mph, h=22.7ft, TCD Dtj 13 -• 7-10, 7-03-04 6-08-07 3-00-05 3-00-05 6-08-07 7-03-09 (All Heights), Enclo- j,� ,FErF(1g d9 .(Dir), T T T 4' T T T S C load duration fact i� r (� 12 12 Truss designed f.. Q4M �'.�IN�` �/O 6.00 M-9x6 M-9x6 .`:::16.00 in the plane of -,y- Y •s • y. � I. M-3x9 '�j .- 89200PE 9I 3x9 M-3x9 0000•0 et G ,�OREGON�t �4// �O qy 14, 2� �.C1 M n MFR R 11.x- O O Bftc 2 10 11 12 13 EXPIRES: 12-31-2019 o -M-9x9 M-1.5x3 0.25" 0.25" M-1.5x3 -M-4x4 o M-5x8(S) M-5x8(5) J' y )' y J. k 7-01-08 6-05-04 6-10-08 6-05-04 7-01-08 J. J. y 8 , 0-08 39-00 0-08 44)oRRatWASi4 JOB NAME : POLYGON 3413-B - C4 ,drA. c� /4 Scale: 0.1903 " --../r"-- '9r ,-4, WARNINGS: GENERAL NOTES, unless otherwise noted: �,j ,�• 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 ^yam' I Truss: C4 and Warnings before construction commences, building component.Applicability of design parameters and proper .vv� 2.gra compression web bredng moat be installed where shown.. Incorporation of component Is the responsibility of the building designer. 1 3.Additional tem bred b Insure stability dudn 2.Design assumes the top and bottom chords to be laterally braced at �'/� 51398 '�y temporary bracing y g construction "`1' Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 1/15/2019 the overall structure is the responsibility of the building designer. continuous sheathing or such as plywood u:redsheatn cher. =ft wn'ndlor drywall(BC). Qa��.�./vIST . 3.2s Impact bridging truss ar lateral bracing required where shown ba (r, V U 4.No Iced should be applied to any component until after all bracing and 4.Installation of truss Is the responsthility of the respective contractor. 106 SEQ.: 8(5 60 60 8 7 fasteners are complete and at no time should an roads5.De trusses are a be u�In a non-corrosive environment. stS'ONAL d Y greater then ear assumes design bads be lied to anyand are for-dry condition'of use. TRANS ID: LINK 9 aerandananl. 8.Design assumes full bearing at all supports shown.Shim or wedge If 5.CompuTrus hes no control over and assumes no respondbilly for the necesfabrication.handling,shipment and installation of components. 7.Design ssumes adequate drainage is provided. January 16,2019 a.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA In BCSI,copies of which will be furnished upon request Imes coincide with joint center lines. 9.Digits Indicate elm of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.8.8 1L E to.For basic connecter pleb design values sea ESR-1311,ESR-1988(Weld This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 . TC: 2x4 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 33 2-12=(-630) 2140 3-12=(-176) 158 BC: 2x4 KDDF #14BTR SPACED 24.0" O.C. 2- 3=(-2509) 790 12-13=(-732) 2521 12- 4=(-105) 628 WEBS: 2x4 KDDF STAND 3- 4=(-2272) 725 13-14=(-732) 2521 12- 6=(-649) 278 LOADING - 4- 5=( 0) 0 14-10=(-661) 2140 13- 6=( 0) 241 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 4- 6=(-1973) 681 6-14=(-649) 257 • BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 8=(-1973) 692 8-14=( -93) 628 TOTAL LOAD= 42.0 PSF 7- 8=( 0) 0 14- 9=(-175) 153 B- 9=(-2272) 741 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2509) 800 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 33' • _____----- - LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. OVERHANGS: 8.0" 8.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -276/ 1504V -106/ 106H 5.50" 2.41 KDDF ( 625) 34'I- 0.0" -284/ 1504V 0/ OH 5.50" 2.41 KDDF ( 625) 19ND. 2: Design checked for net)-5 psf) uplift at 24 "no s ing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX LL DEFL = -0.149" @ 17'- 0.0" Allowed= 1.654" MAX TL DEFL = -0.250" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.000" @ 34'- 8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 34'- 8.0" Allowed = 0.089" SEASONED LUMBER IN DRY SERVICE CONDITIONS • MAX HORIZ. LL DEFL = 0.059" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.097" @ 33'- 6.5" T 11-11-11 T 9-02-10 T 12-09-11 f Design conforms to main wi.. . '-ting system and components ,plfl`Idtl�q . 5-01-08 9-07 2-03-03 5-00-05 4-02-05 3-01-03 4-07 5-01-08 C,1J 1 V-� 1' T '� 'f f T '1 '1 '1 Wind: 140 mph, h=22.4ft n`a`/�CIC - e (All Heights), E• t 1.,.. '"a:. .'. '•�4'p ), 10-00 10-00 load duration `d GA/ Truss design. d loads -!/�, 12 7 12 in the plane.f�•a- truss�gry;tygOOssE 6.00 C7 M-4x6 M-9x6 46.00 ��``�J"'�L ��++ M-3x8 e g M-1.5X3 + + M-1.5x3 G � OREGON t. �1(/ '0 '9/' 14 2� P+ MRRILY- 0 el 0 6 0 2 12 13 14 II EXPIRES: 12-31-2019 o 719-4x9 M-3x8 0.25" M-3x8 -M-4x4 o M-5x6(S) b b i' b )' 9-06-12 7-05-04 7-05-09 9-06-12 l )' k J' L 0-08 34-00 0-08 �o �� JOB NAME : POLYGON 3 413-B - C5 -''� r�ql. . 14 • Scale: 0.1903 ' ". ♦ .' WARNINGS: GENERAL NOTES, unless otherwise noted: / 1.Builder and erection contractor should be advised of all General Notes 1.This design Is basad only upon the parameters shown end is for en individual - es Truss: C5 and Warnings before consbuctlon commences. building component.Applicability of design parameters and proper 9, 2.204 compressbn web bracing must be installed where shown t. incorporation of component is the responsibility the building designer. I�j N 3.Additional temporary bracing B Mara stability during construction2.Design assumes the lop and bottom chords to be laterally braced et 2'o.o.and at 10'o.c.respectively unless braced throughout their length by YA 51398 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(Tc)and/or drywall(Bc). p DATE: 1/15/2019 the overall structure is the responsibility of the building designer. 3.2e Impact bridging or lateral bracing required where mown.+ GXS i.w.ug' 4.No load mcomponent should be applied to any compont until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ.: K5606088 fasteners are osmplete and at no time should any loads greats than 5.Design assumes trusses are to be used m a non-corrosive environment. SS?ONAL G design loads be applied to any component. and are for'dry condition'of use. TRANS I D: LINK s.comparms has no control over and assumes no responsibility forme 8.Design assumes full bearing at ell supports mown.Shim or wedge If necefabrication,handling.shipment and installation of components. scary. T.Design hassumes adequate bothlfa e faces provided.man January 16,2019 til.This design Is furnished subject to the timitetlons set forth by B.Plates shall be bested on both feces of truss,end placed co Meir cooter TPI/WTCA In SCSI.copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.8.8(11)-E 10.For basic connector plate design values see ESR-1311,ESR-1958(MITek) • This design prepared from computer input by • PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x9 KDDF #1OBTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 33 2-11=(-506) 2190 3-11=(-177) 187 BC: 22,4 KDDF#1&BTR SPACED 24.0" O.C. 2- 3=(-2509) 695 11-.12=(-538) 2521 11- 9=( -88) 628 WEBS: 2x4 KDDF STAND 3- 4=(-2272) 564 12-13=(-538) 2521 11- 5=(-649) 233 LOADING 4- 5=(-1973) 599 13- 9=(-545) 2190 12- 5=( 0) 241 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 7=(-1973) 568 5-13=(-699) 205 BC LATERAL SUPPORT (= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=) 0) 0 • 7-13=) -71) 628 --- TOTAL LOAD = 92.0 PSF 7- 8=(-2272) 593 • 13- 8=(-176) 175 -- 8- 9=(-2509) 667 NOTE: 2x9 BRACING AT 29"OC LYON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 33 ALL FLAT TOP CHORD AREAS NOT SHEATHED --- LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 8.0" 8.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 0'- 0.0" -210/ 1504V -106/ 106H 5.50" 2.91 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 34'- 0.0" -220/ 1504V 0/ OH 5.50" 2.41 KDDF ( 625) BOND • D h k d for (- pct) i 1if 4 " •o c' g VERTICAL DEFLECTION LIMITS: LL-L/290, TL=L/180 MAX LL DEFL = 0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX LL DEFL = -0.149" @ 17'- 0.0" Allowed = 1.654" MAX TL DEFL = -0.250" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.000" @ 34'- 8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 39'- 8.0" Allowed = 0.089" • SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.059" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.097" @ 33'- 6.5" Design conforms to main windforce-resisting 9-11-11 13-02-10 10-09-11 system and components and ''((��.pp- 'teria. f Wind: 190 mph, s),h=21.9ft,E $EDL=...' � 0, 5-01-08 4-10-03 7-00-05 6-02-05 1-01-03 4-07 5-01-08 (All Heights), En -. 'r), 1' 1 1' T load duration far cI�,�. . /O Truss designed ` ,e. 10-00 in the plane o uss only. '` 12 12 Q 89200PE �' 6.00 M-4x6 M-4x6 M-3x8 Q 6.00 5 -1.5x3 M-l.,M-1.5x3 � OREGON � �� + .-i- G/O MY 141 20��+� M FRRIL�- O 2 11 12 13 9 O EXPIRES: 12-31-2019 o .714-4x4 M-3x8 0.25" M-3x8 ::/4-4x4 0 M-5x6(S) b l Y * b 9-06-12 7-05-04 7-05-04 9-06-12 1 J, oRRIL.L8 0-08 34-00 0-08 4P 00,7k51114,-44,1„, id v'IASI I + JOB NAME : POLYGON 3413-B - C6 "er AS'*" Z r 0.0�� Scale: 0.1903 t, 4 w`• '7.1 I, WARNINGS: GENERAL NOTES, unless Whenwiw noted: 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 Truss: C6 and Warnings before construction commences. building component Applicability of design parameters and proper /r 2.art compression web bracing must be installed where shown o. Incorporation of component Is the responsibility of the building designer. // // 3.Additional temporary breGn9 to Insure stability during construction2.Design assumes the top and bottom chords to be laterally braced at 1`Q 1 a/ Is the responsibility of the erector.Additional permanent bracirp M 2'o.c.and at 10'c.c.respectively unless braced throughout their length by " 51398 DATE: 1/15/2019 the Dorrell asubNre is he rr continuous sheathing such as plywood sheathing(TC)and/or drywaltlec). �y ,s�,� sponsbillry of the building designer. 3.2x ImpaU bridging or lateral bracing required where shown v-, VIS 1 IJ� SEQ.: K5 60 60 8 9 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete end at no time should any bads greater than 5.Design assumes trusses are to be used in a not crnDdve environment, SSIONALE�G TRANS ID: LINK design loads be applied to any component. and are for.dry condition'of use. 5.ComWTrus has no control over and assumes no responsibility for the 6.Desien assumes tun beadne at an wlmons shown.shim or wedge it • necessary fabrication.handling,shipment and installation of components. 7.Design hallbassumes caadequate fagelo truss,and 16,2019 B.This design is furnished subject to the limitations set forth by S.Plates shah be located on both taws of truss,and placed so their center TPI/WTCA In SCSI.copes of which wit be furnished upon request. lines coincide with joint center lines. a.Digits indicate dm of plate In inches. MITek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For beds connector plate design values see ESR-1911,ESR-1588(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0-0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 32 2-14=(-1556) 7788 3-14=( -72) 440 BC: 2x6 KDDF#1&BTR SPACED 24.0" O.C. 2- 3=(-8988) 1836 14-15=(-1522) 7862 14- 4=( -674) 2886 WEBS: 2x4 KDDF STAND 3- 4=(-9058) 1856 15-16=(-1240) 6930 4-15=(-1792) 472 LOADING 4- 5=(-7776) 1588 16-17=(.-964) 5698 15- 5=( -352) 1906 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-7212) 1480 17-18=( -522) 3480 15- 6=( -542) 996 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-6386) 1176 18-12=) -566) 3458 6-16=( -838) 310 TOTAL LOAD = 42.0 PSF 7- 9=(-3556) 652 16- 7=( -148) 1198 ---- - 8- 9=( 0) 0 7-17=(-2470) 506 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-3856) 700 9-17=( -160) 1136 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0" TO 6'- 0.0" V 10-11=(-3926) 684 17-10=) -68) 382 11-12=(-4012) 700 10-18=( -102) 38 ADDL: TC CONC LL+DL= 598.0 LBS @ 8'- 0.0" 12-13=( 0) 32 18-11=) -40) 134 OVERHANGS: 8.0" 8.0" ADDL: BC CONC LL+DL= 3191.0 LBS @ 6'- 4.5" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ( 2 ) complete trusses required.[;-(1Y] REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Attach 2 ply with 3"x.131 DIA GUN 0'- 0.0" -993/ 4877V -84/ 84H 5.50" 7.80 KDDF ( 625) nails staggered: BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 34'- 0.0" -385/ 2220V 0/ OH' 5.50" 3.55 KDDF ( 625) 9" oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 204 webs. OND 2• Desicn h k d for net(-5 osfl gl'ft at 29 "oc p 'n 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.089" MAX LL DEFL = 0.129" @ 13'- 10.8" Allowed = 1.654" MAX TL DEFL = -0.301" @ 13'- 10.8" Allowed = 2.206" MAX LL DEFL = 0.000" @ 34'- 8.0" Allowed = 0.067" MAX TL DEFL = -0.000" @ 34'- 8.0" Allowed = 0.089" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ- LL DEFL= -0.034" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.080" @ p333''- 6.5" 7-11-11 17-02-10 8-09-11 Design conforms to S��r �--gi� �' =n '� 1' '( system and compon- r•1/Y V� 3-06-10 2-11-101-05-07 5-11-02 6-02-05 5-01-02 1-02-09 2 11-10 3-06-10 Wind: 140 mph, h=21.• BCDL=Y6.0, e T T T T T T T T T T T 1-01-03 (All Heights),fp�r •,ed, Cat.2, Exp.B, NWT( ( ) f load duration �C• =1.6, 200PE �' B-00 Truss design=• for wind 1 +598# T T in the plane - - truss only. 6.00 D M-5x8 M-3x9 M-3x9 M-9x6 Q 6.00 • M-3x6 • w \k/ ' M-3x9 /0 OREGON tV =/., M-1.5x3 + M-1.5x3 9G44 , ���I 4 T 20N P r, m MFR R 11-k- 4. 3„, - ' / I,t - i. 1 -y C 14 15 16 17 18 12 EXPIRES: 12-31-2019 o M-5x6 M-7x8 0.25" M-3x8 -M-9x9 vv M-3x8 M-7x6(5) M-3x9 ), 3191# j, )' ), y 6-02-12 1-04 9-05-04 9-05-04 1-09 6-02-12 ll yy 0-08 34-00 0-08 , � �� 4-.h JOB NAME : POLYGON 3413-B - C7 C �,E *%% �o '- Scale: 0.1903 r/., �"•`�%� WARNINGS: GENERALNOTES, uNessotherwisenobd: 1 - 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual ^` Truss: C7 and Warnings before construction commences. building component Applicability of design parameters and prefer .vr 1' 2.2x4 compression web bracing must be installed where shown+. r Incorporation of component Is the responsibility of the building designer. /r�'i 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords b be laterally braced at �y 6 51398 'w� 2'o.c.and at 1o's s.respectively unless braced throughout then length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)anmpr drywall(Bc). Q� 4?10ISTS,�. DATE: 1/16/2019 me overall structure a the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requked where shown v v SEQ.: K5 60 60 9 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. Y fasteners are complete end m no time should any loads greater than �y 5.Design assumes trusses are to be used in a non-corrosive environment. �V�ONAY TRANS ID• LINK design beds be applied to any component. and are fo'dry contlitlonI use. 5.CompuTrus hes no control over and assumes no responsibility for the S.Design assumes full baern9 at ell supports shown.Shim or wedge if nssery, fabrication.handing,shipment and Installetion of components. 7.Designb loctedoneothfage is esoftrussed. January 16,2019 8.This design Is fumishad subject to the limtatione set forth by 8.Plates shall be located on both faces of Truss,and placed so their canter TPIIWTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate du of plate In inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1L)-E io.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 33 2-6=(-29) 112 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. • 2-3=(-183) 0 5-7=(-64) 219 5-3=( 0) 58 WEBS: 2x4 KDDF STAND 3-4=( -19) 35 3-7=(-221) 65 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS .REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 8.0" 0.0" 0'- 0.0" -36/ 310V -14/ 69H 5.50" 0.50 EDDY ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -145/ 1O1V 0/ OH 1.50" 0.16 KDDF ( 625) 8'- 0.0" 0/ 108V 0/ OH 5.50" 0.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. IpROVTDF FUT,T, RFARTNG:,Ttc•2 4 7 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OND. 2: Design checked for net(-5 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. pot) uplift at 29 "tic spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 3-11-11 MAX LL DEFL = 0.000" @ 0'- -8.0" Allowed = 0.067" ' MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" 2-03-12 1-07-15 MAX LL DEFL = -0.008" @ 2'- 4.7" Allowed = 0.170" 1' 1' MAX TL DEFL = -0.015" @ 2'- 3.8" Allowed = 0.226" MAX LL DEFL = 0.000" @ 6'- 3.7" Allowed = 0.178" 12 MAX BC PANEL TL DEFL = -0.012" @ 4'- 0.2" Allowed = 0.173" 6.00 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.005" @ 6'- 3.7" MAX HORIZ. TL DEFL = 0.010" @ 6'- 3.7" Design conforms to main windforce-resisting system and components and cladding criteria. M-4x6 0 '' m Wind: 140 mph, h=20,2ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, of (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), co load duration factor=1.6, Truss designed for ori • d� ti in the plane of the �° .Pf3OF4. g8 � NGINE'F kVA.) • ,c7 9 2 I M-3x4 89200PE r pla IS c I M-3x4 of p�� 6 0 0 M-3x4 M-3x6 G 1 40.OREGON 4 � +X <0 All142°3P FR RI0- J, y y y 2-03-12 3-11-15 1-08-05 y >L y y EXPIRES: 12-31-2019 0-08 2-05-08 5-06-08 b b 8-00 IL.8 JOB NAME : POLYGON 3413-B - CJ2 Scale: 0.5805 16 r t''' ,,�, °_` �� , WARNINGS: GENERAL NOTES, unless otherwise noted: '`� • 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end is for an individual Truss: CJ2 and Warnings before construction commences. building component.Applicability of design parameters end proper ,z,r 2.204 compression web bracing must be Installed where shown�. incorporation of component is the responsibility of the building designer. 11'1 M 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top anti bottom chortle b be laterally braced et +4� 51398 ', Is the responsibility of the erector.Additional permanent bracing of T continuous and at 10'0.c.respectively unless braced throughout their length by A continuous sheathing such as bracing required and/or drywell(BC). °�(s, '�Gzs'rcY� .•• DATE: 1/16/2019 the overall aWCWre is the responsibility of the building designer. 3.2x impact bridging or lateral bradnp required where shown•• .i SEQ.: K5 60 60 91 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. ey fasteners are complete and at no time should any loads 5.Design ea trusses are to be used in a noncorrosive environment, "S P Y greater than ion ostium TRANS ID: LINK design loads be applied to any component. and areforstuldition'muse. j�NAL s.Canpuirus has no control over end assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage Is provided. January 16,2019 S.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both feces of truss,and placed so their canter TPII WTCA in SCSI,copies of which will be furnished upon request. lines coincide with pint center lines. O.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 , TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=7 0) 33 2-6=(-100) 239 6-5=7 0) 18 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-320) 55 5-7=(-207) 977 5-3=7 0) 64 WEBS: 2504 KDDF STAND 3-9=( -50) 46 3-7=(-483) 209 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 8.0" 0.0" 0'- 0.0" -41/ 369V -22/ 100H 5.50" 0.58 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.9" -111/ 118V 0/ OH 1.50" 0.19 KDDF ( 625) 8'- 0.0" 0/ 148V 0/ OH 5.50" 0.24 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. L IFROVIDF FULL RRARTNG:Jts:2.9.7 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. FOND 2• D =ion check d for net(-5 p f) of of a 9 " g Ana VERTICAL DEFLECTION LIMITS: LL=L/240, 71=1/180 MAX LL DEFL = 0.000" @ 0'- -8.0" Allowed = 0.067" 5-11-11 MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX LL DEFL = 0.021" @ 2'- 4.7" Allowed = 0.270" MAX TL DEFL = -0.033" @ 2'- 4.7" Allowed = 0.359" T 2-03-12 T 3-07-15 f MAX LL DEFL = 0.000" @ 6'- 3.7" Allowed = 0.078" MAX TL DEFL = 0.000" @ 6'- 3.7" Allowed = 0.105" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 6.00 MAX HORIZ. LL DEFL = -0.014" @ 6'- 3.7" -, MAX HORIZ. TL DEFL = 0.022" @ 6'- 3.7" 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=9.2,BCDL6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), i load duration factor=1.6, m M-4X6 o Truss designed for wi o�xl(� PROF a in the plane of the �y1j. sl 0-1 M eco. �NGINF�r9 s/O29 © 89200PE f' 1 W� M 3x9 M-3x4 I 2 6 0 M-3x4 M-3x6 . OREGON OK ��' G'70Mr 14 2��,++ ER R10-t3 .i, 10- b )• y ), 2-03-12 3-11-15 1-08-05 EXPIRES: 12-31-2019 ), ) 1 b 0-08 2-05-08 5-06-08 * y 8-00 OCL$�g'� 4.•$) WASS Tj JOB NAME : POLYGON 3413-B - CJ3 I►" r..��a Scale: 0.5180 ' - .i_''' WARNINGS( GENERAL NOTES, unless othenslse noted: J ' •rj'/AI 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 - Truss: CJ3 and Warnings before construction commences. building component.Appliablllry of design parameters and proper .v�7/ 2.2x4 compression web bradng must be installed where shown 4. incorporation of component is me responsibility of 11w building designer. /e' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the hip and bosom chords to be laterally braced et �� 51398.40 �'C Is the responsiNllty of the erector.Additional permanent bracing of 20o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 1/16/2019 me overall structure is me responsibilityImpact bridging wehlas ang required uirshee coheres shown drywall(ec). Q nycomponent W the building dadpeoln 3.In Impact bridging or there bracing required where shown+e �GISTEg SEQ.: K5 60 60 92 4.No load should be applied to any component until after all bracing and 4.Installation of tress Is the responsibility of the respective contractor. fasteners are complete and at no ams should any loads greater than 5.Design assumes trusses are to be used in a non-sonosive environment. ss1ONAL - TRANS ID: LINK design loads be applied m any component. eld.refa dry condition" use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all suppers shown.Shim or wedge If necessary. fabrication,handling,shipment and installation of components. 7.Design shalleladequate drainage io truided.ss, January 16,2019 • O.This design is furnished subject to the timitegon¢set'coin by a.Plates anon be located on both faces of o-usa,and pursed so their center TPVWTCA In SCSI,copies of which will be furnished upon request lines coincide with joint anter lines. :i 9.Digits Indicate sire of plate In Inches. MiTek USA,Ino./CompuTrus Software 7.8.8(1 L)-Z 10.For basic connector plate design values see E55-1511,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 33 2-4=(0) 0 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2-3=(-126) 93 I TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 8.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -44/ 436V -29/ 131H 5.50" 0.70 KDDF ( 625) 7'- 9.2" 0/ 101V 0/ OH 5.50" 0.16 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) - _ 8'- 0.0" -95/ 219V 0/ OH 1.50" 0.35 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL I REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. [PROVIDE FULL BEARING:Jts:2.4.3 1 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP GOND. 2: Design checked for net(-5 psfl 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 = 0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX TC PANEL LL DEFL = 0.276" @ 4'- 9.3" Allowed = 0.546" MAX TC PANEL TL DEFL= -0.351" @ 4'- 6.1" Allowed = 0.820" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 6.00 MAX HORIZ. LL DEFL = -0.001" @ 7'- 11.2" '' MAX HORIZ. TL DEFL = -0.001" @ 7'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, no Truss designed for wind loads o in the plane of the truss only. 0 ,,,y -r__,2'9 89200PE f' o2 4► O "l M-3x4 y OREGON / '• 0,ti, Y 14 2.°'\ P+' R R 11.\- y y y EXPIRES: 12-31-2019 0-08 8-00 $'RRILL, ,s49 0e WAS. :14>, • JOB NAME : POLYGON 3413-B - CJ7Q/�`? - �$�� Scale: 0.5555 , tea ! .fl(+ . WARNINGS: GENERAL NOTES, unless otherwise noted: 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 ` a Truss: CJ7 and warnings before construction commences. building component Applicability of design parameters and proper .7 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the respatslblllN of Oro building designer. !��, 3.Additional temporary bracing to insure atabillry during construction 2.Design assumes the top and bottom chords to be laterally braced at .�, 51398„.04'" is the respon¢iblllry of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 1/15/2019 the°yearn structure is the responsibility f the building tie¢ continuous sheathing or such as acing rplywood sheathing(TC)shown dryweu(BC). Q, .E?v^r n.�.- pon ry o g pner. 3.2x Impact bridging or lateral bracing required where shown++ � IU 1 L SEQ.: K5 60 60 93 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. (y fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used Ina non-corrosive environment. Su.ONAL TRANS ID: LINK design loads be applied to any component. and are for'dry condition'h on'°f u... 5.Doormat.s has no control over end assumes no responsibility for the 8.Design assumes full bearing el all support shown.Shim or wedge It • fabrkatbn,handling,shipment and installation of components. 7.necessary.um Designadequates January 16,2019 6.ills design Is furnished subject to the[Imitations sat tots by 8.Plates shall he located on both faces of truss,end placed so their center TPIIWTCA In SCSI,copies of wInch will be furnished upon request lines coincide with joint center lines. O.Digits Indicate size of plate in Inches. MTek LISA,InciCompuTrus Software 7.6.8(1L)-E 10.For basicconnectw plate design values see ESR-1311,ESR-1988(MRek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg-1.00 TC: 2x4 KDDF 1#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 33 2-7=(-237) 401 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-492) 141 6-8=(-487) 803 6-3=( 0) 83 WEBS: 2x4 KDDF STAND; 3-4=(-127) 105 3-8=(-805) 443 2x9 KDDF #1SBTR A LOADING • 4-5=1 -10) 5 4-8=(-176) 156 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 92.0 PSF BEARING MAX VERT .MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 8.0" 0.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -64/ 928V -54/ 191H 5.50"-0.68 KDDF ( 625) 8'- 0.0" -47/ 328V "0/ OH 5.50" 0.53 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. -- II 1:OND. 2: neeign checked for net(-5 pvf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" • • 2-03-12 0-01-12 5-06-08 MAX LL DEFL = 0.046" @ 2'- 4.7" Allowed= 0.354" T f f f MAX TL DEFL = -0.060" @ 2'- 4.7" Allowed = 0-972" SEASONED LUMBER IN DRY SERVICE CONDITIONS M-1.5x3 MAX HORIZ. LL DEFL= -0.029" @ 7'- 8.2" 12 MAX HORIZ. TL DEFL= 0.036" @ 7'- 8.2" 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed,.Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, l Truss designed for wind loads o in the plane of the truss only. 14-4x6 "' �(‹... PROFFss �g �NGINFF9 /o2p ,' 89200PE 1 _..diggillii . IW1 B lin I M-3x4 0 2 7 1 M-3x4 Cr M-3x4 M-3x6 ,, ,h,OREGON 1), �<0 /O 9fr 14, V\ P-j. �E.RRILA-0 J. 2-03-12 y 5-02-12 0-05-08 EXPIRES: 12-31-2019 J, b J. y 0-08 2-05-08 5-06-08 8-00 1O 1„8 11 JOB NAME : POLYGON 3413-B - CJ8 / . 0. Scale: 0.9991 y WARNINGS: GENERAL NOTES, unless otherwise noted: ' i ; 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 Truss: CJ8 and Warnings before construction commences. building component.Applicability of design parameters and proper , 1 2.204 compression web bracing must be Installed where shown+ incorporation of component Is the rospcoaiblllry of the building designer. lid (4,I N 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 51398 tr,> Is the responsibility of the erector.Additional permanent bracing of c'conto.c.inuous and sheathing oin. ch as ply wood s braced throughout their length by DATE: 1/16/2019 the overall structure m the responsibility r Me building deal connnaoas dgingor such as plywood sturathmg(Tc)enmor drywall(ec). '16OttjS 4GI01 penal y o ng gner. 3.2a Impact bridging or lateral bracing required where shown++ 'CS SEQ.: K5 6 0 60 9 4 4.No load should be applied to any component until after all bracing and 4.Installation stallation of truss Is the responsibility of the respective contractor. 4$ CI fasteners ere complete and at no time should any loads greater than Design assumes trusses are to be used in a non-corrosive environment, 410NAL and are for"dry ition"of use. TRANS I D: LINK design bads be applied to any component. II Design asaumeacofudlbearing at of supports shown.Shim or wedge if • 5.CompuTms has no control over and assumes no responsibility for thenece fabrication,handling,shipment and installation of components. scary. 7.Designassumesllbelcone bothfage eso trusls.an January 16,2019 B.This design Is furnished subject to the limitations sal torts by e.Plates shall be located on both faces of truss.and placed so Mab center TPI/WTCA In SCSI,copies of which will be furnished upon request, lines coincide with joint center lines. g.Digits Indicate sire of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-Z 10.For basic connector plate design values see E5W-1311,ESR-1088(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC CORNER GIRDER SETBACK 8-0-0 FROM END WALL LUMBER SPECIFICATIONS LOAD DURATION INCREASE: 1.15 TRUSSES SPACED AT 29"oc CHORDS: TOP CHORD LL = 25psf 2X9 KDDF #1&BTR TOP CHORD DL = 7psf TOTAL LOAD = 32psf M-5x8— • 12 9.24 101111111! 1 M-3x6— M-3x6— P M-3x6+ �' <la p INE-&. ss M-3x6- 0 �? ``v`NGIN��ROp`'9 /�2 �� 89200PE 9r M-3x8 . OREGON �v? o, ----I-- G<0-r14' 2°�P+� '14 'R R 11.L EXPIRES: 12-31-2019 ......mimmi.._ 11-03 • 11184� 1-07-12 40 of WAS r ``f>, JOB NAME : POLYGON 3413—B — CR 4:• ? ck A Scale: 0.7198 ^ �'..' ' • WARNINGS: GENERAL NOTES, unless otherwise noted: ,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 Truss: CR and Warnings before construction commences. building component Appikablllty of design parameters and proper .7fr 2.204 compressiong mustshown 0. In incorporation of component is the responsibility of the buddingf web bracing be Installed where corp pons tY designer. 1 3.Additional temporary bracing to Insure atablliry during construction 2.Design assumes the top and bottom chords to be laterally braced at .0� 51398 1C'C Is the responsibility of the erecter.Addltlonal permanent bracing of 2'o.c.and et 10'oo.respectively unless braced throughout their length by A .s.QQ DATE: 1/16/2019 the overall structure Is the responsibility of the budding designer continuous sheathing such as acing rplywooe airedsheatn ere s and/or drywell(BC). O.f{'CS' GIS 1 Yr� 3.In Impact ofor lateral ponsbl required where shown•. I 4.Na load should be applied to any component until atter all bracing and 4.Inatelbtlon of truss Is the responsibility of therespective contractor. SEQ.: K5 60 60 9 5fasteners ate complete and at no time should any loads greater than 5.Design assumes trusses are w no used Ina non-corrosive environment SSIONAL TRANS ID: LINK design bads be applied to any component. and are tot'dry condition'of use. • 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If fabrication,handling,shipment and Installation of Components. necessary.as. T.Plates hall besaded on hdrainage is trussed. r January 16,2019 e.This design Is famished subject to the limitations sal forth by B.Plates shell be braced on both faces of buss,end pieced so Meir center TPIIWTCA In BCSI,copies of which will be furnished upon request. lines coincide with point center Imes. B.Digits Indicate tee of plate In Inches. MiTek USA,IIIc./CompuTnus Software 6.2.3(IL)-Z to.For basic connector pleb design values see ESR-1511,ESR-1888(MiTek) • This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS CORNER GIRDER SETBACK 6-0-0 FROM END WALL LOAD DURATION INCREASE: 1.15 CHORDS: TRUSSES SPACED AT 29"oc 2X4 KDDF #1SBTR TOP CHORD LL = 25psf TOP CHORD DL = 7psf TOTAL LOAD = 32psf • • 12 4.29 M-3x6(S) 00, .��REp PR()Fess 14_8.8t� Q2 000 014 PROVIDE SUPPORT @ 98" O-C. AND AT END M-3x6 15-00-09 14 M-3x6OREGONNt. tCi- rn M3x� C1-74. 41,"IY14, 204 MERRfL\- • EXPIRES: 12-31-2019 k 1 b 1-07-12 8-11-08 140RILL 44) o WAS4A):14), JOB NAME : POLYGON 3413-B - CR1 ,r' �S;'� as �r Scale: 0.3632 „ p,�� , WARNINGS: GENERAL NOTES, unless otherwis noted: 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 / Truss: CR1 and Warnings before construction commences building component Applkablliy of design parameters and proper 7/ 2.204 compression web bradng must be installed where shown«. Incorporation of component Is the responsibility of the building designer. I,{v'� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at '0y� 5139$ 'w� Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and et 10'o.c.respectively unless braced throughout their length by A ...gyp '(Ay' DATE: 1/16/2019 Me overall structure Is the responsibility of the building des continuous sheathing such as q bracing reveood uir a where shown •tlrywall(BC). getIts 4,,,51398„,-, �/yIS 1 D .(� ponoi ry n8 Ignar. 3.2x Impact ditlging or lateral braGng required where shown** 'L v 111" SEQ.: 1<5606096 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. t fasleners are complete and at no time should any loads greeter then 5.Design assumes trusses are b be used In a non<onosive environment, S TONAL TRANS ID: LINK design loads be applied to any component, and are or'dry condition.of 5.ComWTrus has no control over and assumes no responsibility for the B.Design assumes full baring at all supports shown.Shim or wedge if necessary. fabrication.handling.shipment and Installation of components. 7.Design assumes adequate drainage 6.This design Is furnished subject to the limitations set forth by B.Plates shalll be located on both faces lof hiss s,and placed so their canter January 16,2019 TPIIWTCA In BCSI,copies of which wit be furnished upon request. lines coincide with joint center lines. ' • 9.Digits indicate Nye of plate in inches. MITek USA,Ina./CompuTrus Software 6.2.3(1L)-Z IS.For baso connector plate design values see ESR-1311,ESR.19135(Millet() This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1NBTR LOAD DURATION INCREASE= 1.15 1-2=(0) 33 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(0) 61 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 8.0" 0.0" TOTAL LOAD= 92.0 PSF 0'- 0.0" -46/ 220V -6/ 39H 5.50" 0.35 KDDF ( 625) 1'- 10.9" -199/ 139V 0/ OH 1.50" 0.22 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 63V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL II__ REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. I_ 'PROVIDE FULL BEARING:Jts:2.3.4 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP • FOND 2• Design rhecked for net(-5 psf) uplift at 24 "oc sparing. J AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX TC PANEL LL DEFL = 0.001" @ 0'- 11.3" Allowed = 0.097" MAX TC PANEL TL DEFL = -0.005" @ 1'- 1.5" Allowed = 0.145" MAX BC PANEL LL DEFL = 0.006" @ 3'- 6.6" Allowed = 0.350" MAX BC PANEL TL DEFL = -0.050" @ 4'- 4.8" Allowed = 0.967" SEASONED LUMBER IN DRY SERVICE CONDITIONS 1-11-11 1' 1' MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" 12 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind to-'- in the plane of the����pr .f]D 0P��� I'I. �� �� 0NGINEF9 /�� o� `�` 89200PE 9c 2 a. ,:r‹.:4 M-3x4 C) OREGON 4�' 9G/D 14, 20#A. MFRRIIA- i., - y ), ), EXPIRES: 12-31-2019 0-08 8-00 ORRILL 4$) oV WAS .`7 q. g JOB NAME : POLYGON 3413-B - Jl Scale: 0.6055 Op ./! ' WARNINGS: GENERAL NOTES, unless otherwise noted: lit 1.Builder and erection contractor should be advised of all General Notes 1.TMs design is based only upon the parameters shown and Is for an Individual It 0 Truss: J1 and Warnings before construction commences. building component Applicability of design parameters and proper (oO 2.204 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. /�t j 3.Additional temporary bracing b Insure stability during construction2.Design assumes the lop end bottom chords to be laterally braced al .,f� 51398 '� Is the responsibility of the erector.Additional permanent bracing of 2'os..end at 10'a.c.respectively unless braced throughout their length by DATE: 1/15/2019 the overall structure is the responsibility of the building designer. continuous ridging or such as plywood afire dhingli shown r dry«ell(ec). 0 �Gv> ,v.QR� port ty g g 3.2z Impact bridging or lateral bracing required where shown++ +'�1. 1 S 1 s+ SEQ.: K5 6 0 60 9 7 4.leo load should be applied to any component until after an bracing end 4.Installmlon of truss Is the responsibility of the respective contractor s fasteners are complete end at no time shooany loads greater then 5.Design assumes trusses are to be used in a non<arroalve environment, ZONALOCi TRANS ID: LINK design loads be applied to any component. end are for'dry condition'of use. 8.Design assumes full bearing at ell supports shown.Shim or wedge If 5.CompuTrus hes no control over and assumes no responsibility for the • Designer/. fabrication,handling,shipment and Installation of components. 7.Design shall belcded one dboth face is truss, G.This design is furnished subject w me limitations fat forth by e.Pieties shell ba Jowled on both facia of truss,end pieced so their center January 16,2019 TPI/WTCA in SCSI,copes of whish will be furnished upon request lines coincide with loin center lines. 0.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.8.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 • IC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 33 2-4=(0) 0 BC: 2x4 KDDF#1SBTR SPACED 24.0" O.C. 2-3=(-28) 61 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 8.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -26/ 307V -14/ 69H 5.50" '0.49 KDDF ( 625) 3'- 10.9" -153/ 140V 0/ OH 1,50" 0.22 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 70V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1� REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. IFROVIDE FULL BEARING:Jts:2.3,4 BOTTOM CHORD CHECKED FOR 109SF LIVE LOAD. TOP BOND. 2: Design checked for net(-5 psfl 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 = 0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178" MAX BC PANEL LL DEFL = -0.012" @ 3'- 6.6" Allowed = 0.350" MAX TC PANEL TL DEFL = -0.024" @ 2'- 2.2" Allowed = 0.369" 3-11-11 ,r MAXf BC PANEL TL DEFL = -0.074" @ 4'- 4.8" Allowed = 0.467" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 6.00 17' MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE'?-10,. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=1.6, Truss designed for wind to-•- in the plane of they.PDOr ,, cY' Gk �_ NF / � 0R 0 N � � � 9 89200PE r o.-- .a Nil M-3x4 4 OREGON zt <0 All y 14, 2° P4 MRRIL\- ` y J, ), EXPIRES: 12-31-2019 0-08 8-00 L 44) ,vlgAS > JOB NAME : POLYGON 3 413-B - J2 0)0 %'' c�o I4Scale: 0,5930 - �; 4K didi WARNINGS: GENERAL NOTES, unless otherwise noted: ., J2 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and biol.an Individual Truss: J2 and Warnings before construction commences. building component.Applioabliity of design parameters and proper '11�I�'I a' 2.204 compression web bracing must be Installed where shown.... incorporation of component is be responsibility deb building assigner. /♦. / 3.Additional temporary bracing m insure stability during construction 2.Design assumes the cop and bottom chortle re be laterally braced al '� 51398 'IVa Is theresponsibilitytempora of be erector,insure Addstability nal permanent bracing of 2'c.c.and x110'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheaming(TC)and/or drywall(BC). O� "�'GISTSR DATE: 1/15/2019 tiro overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown•+ No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ. : K5606098 4.fasteners are complete arra at no time should any loses greater then 5.Design assumes busses are to used In a non-corrosive environment. sS1ONAL � TRANS ID: LINK design toads be applied to any component. and are for dry conditionof use. S CompuTrus has no control over and assumes no responsibility for the S.Design assumes full bearing et all supporta shorn.Shim or wedge M fabrication,handling,shipment and installation of components, necessary. y.Patn tassumes ced on drainagefcis Truss,d. January 16,2019 El.This design Is famished subject to the limitations cat forth by S.Plates shell be located on both feces of truss,and placed so molt center TPI/RICA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. • 9.Digits indicate size of plate In Inches. MiTak USA,Inc,/CompuTrus Software 7.6.8(1 L)-E is.For basic connector plate design values see ESR-1311,ESR-1g88(MiTek) ' This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE= 1.15 1-2=( 0) 33 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-90) 73 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL 'ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 8.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -33/ 376V -21/ 100H 5.50" 0.60 KDDF ( 625) 5'- 10.9" -127/ 170V 0/ OH 1.50" 0.27 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 82V 0/ OH 5.50" 0.13 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL !PROVIDE REQUIREMENTS OF IBC 2015 AND INC 2015 NOT BEING MET. !PROVIDE FULL BEARING:Jts:2.3.4 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP GOND. 2• Design checked for net(-5 psL) uplift at 24 "or spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.000" @ 0'- -8.0" Allowed= 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" 5-11-11 MAX TC PANEL LL DEFL = 0.086" @ 3'- 2.2" Allowed = 0.395" '( T MAX BC PANEL TL DEFL = -0.119" @ 4'- 1.4" Allowed = 0.467" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 6.00 MAX HORIZ. LL DEFL= -0.000" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 5'- 10.9" Design conforms to main windforce-resisting 0 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 to.•- in the plane of the o �o�prt .n D.OFe�� M ,5 4‘4° 1-_,,,l�C.� /O� 1� 89200PE 9r o, a _PA o� 21E0 �. • O OREGON C(/� M-3x4 �G /� t,i /�• M y 14, ic) � R R 1l-V- y y y EXPIRES: 12-31-2019 0-08 8-00 • L , 44 .Ov WASAr, t j, JOB NAME •. POLYGON 3413-B - J3 ' ' li , c' 1' Scale: 0.5555 _r Y .F� � • WARNINGS: GENERAL NOTES, unless otherwise noted: • 'r// Truss: J3 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 and Warnings before construction commences. building component Applicability of design parameters and proper -/ 2.2x4 compression web bracing must be installed where shown•. incorporation of component is the responsibility of the building designer. /�' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at .0, 51398 'sea Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.0.respectively unless braced throughout their length by continuous0letsheathing such lateral bs acing re airedsheatw ere s own'and/or d yw.n(ec). Q��'�t4 7518 '� DATE: 1/15/2 019 the Durrell nsibWre I¢Ne rector.AdlN of the bdldarp designer. 3.2x Imped bridging msuchbracing required where shown•• ' g 4.No load should be applied to any component until after all bracing and 4.Installation dross is the responsibilityof me respective contractor. SEQ.: K5 60 60 9 9 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be usd Inc non.osrrosive environment, s`rIONrAL and are for"dry condition-of use. TRANS I D: LINK design loads be applied to any component. s.corn r ua has no control Doe and no lea B.Design assumes full bearing et all supports shown.Shim or wedge if . W ponsibility for the dowry. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. January 16,2019 8.This design is furnished subject to the limitations wt forth by B.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA in SCSI,copies of which 0111 be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MITek USA,Ino./CompuTrus Software 7.8.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR.19ee(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- -0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 , TC: 2x9 KDDF #13BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 33 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-125) 93 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 8.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -94/ 936V -29/ 131H 5.50" 0.70 KDDF ( 625) 7'- 9.2" 0/ 101V 0/ OH 5.50" 0.16 KDDF ( 625) LL = 25 PSF Ground Snow..(Pg) 7'- 11.7" -95/ 218V 0/ OH 1.50" 0.35 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. AIG41519.4.O4OlOsl:1N;1:0RWIPlrFIWWWW4111 l'10Nn. 2, nr'ntgn rherked for net(-5 pefl-uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS, LL=L/240, TL=L/180 MAX LL DEFL = 0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" 7-11-11 MAX TC PANEL LL DEFL = 0.272" @ 4' 9.1" Allowed = 0.549" T T MAX TC PANEL TL DEFL = -0.346" @ 9'- 5.9" Allowed = 0.817" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 -/ 6.00 MAX HORIZ. LL DEFL = -0.001" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0,'ASCE 7-10, (All,Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 �NGINE�c6) /% 2 .z89200PE _c n, O f �' OREGON lCi� o� 2 4�� M-3x4 c. �L� -"/tet O� O Y 14, 2 . MFRRILL 44?i EXPIRES: 12-31-2019 b y b 0-08 8-00 L II s� ° Lr , ), 16 op r' JOB NAME : POLYGON 3413-B - J4 Scale: 0.5430 ` /"[r/, �.'..% �ie WARNINGS: GENERAL NOTES, unless otherwise noted: ' •`' 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 ` ` Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper /s�/ 2.2x4 compression web bracing must be installed where shown r. Incorporation of component Is the responsibility o(Ihe building designer. (a j 3.Additional temporary bracing b insure stability during construction 2.Design assumes the top and bottom chorda b be laterally braced at 51398¢ Q,>a' is me responsibility tempora yf ra erector.insure o during n c bracingconstruction of 2'we end a110'o.c.respectively unless braced throughout their length by � continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Qy- .�Gir}�rT '9Y DATE: 1/15/2019 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown r r A" [U 11'1 4.No load should be applied to any component until after ell bracing and 4.Inatalletion of truss Is the responsibility of me respective contractor. '{�,�( SEQ.: KS 60 610 0 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, sSIONAL TRANS ID: LINK design loads be applied to any component. end are for oesfdry MMon'o use. S.ComWTruc hes no control over and assumes no responsibility for the 8.Design assumes full bearing at all supporta shown.Shim or wedge if necessary. fabrication,handling,shipment and installation of components. 7.Design besatled on both isprovided.russ,a January 16,2019 8.This design Is furnished subject b the limllatlons set forth by B.Plates shell be boated an both faces of truss,end placed se their canter TPVWTCA In BCSI,copies of which will be furMshed upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MITek USA,Ino./CompuTrus Software 7.6.8(1L}E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 33 2-5=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-150) 126 • 3-4=( -99) 37 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)-FDL( 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: 8.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 396V -37/ 162H 5.50" 0.63 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 90V 0/ OH 5.50" 0.19 KDDF ( 625) 7'- 11.2" -206/ 491V 0/ OH 1.50" 0.63 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -93/ 30V 0/ OH 1.50" 0.05 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP (PROVIDE FULL BEARING:Jts:2.5.3,4 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. GOND. 2: Desian checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX TC PANEL LL DEFL = 0.200" @ 3'- 10.8" Allowed = 0.596" MAX TC PANEL TL DEFL = -0.187" @ 3'- 10.9" Allowed = 0.820" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX�� HORIZ. LL DEFL = -0.002" @ 7'- 11.2" 6.00 ( MAX HORIZ. TL DEFL = -0.002" @ 7'- 11.2" Design conforms to main windforce-resisting ') system and components and cladding criteria. 0 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind to-.- ao in the plane of the tr tpy.P R/gyp .�yG I NEE9 /p2 40 'Z 89200PE -9r 0,- , ,�OREGON II), lV� i2 1"---- M-3x4 5 ' ,O '�y 14' 00\ O Q� MFRRIL�- EXPIRES: 12-31-2019 b 1, y 1, 0-08 8-00 1-11-11 oRRILL,4, JOB NAME : POLYGON 3413-B - J5j� ' �o��. Scale: 0.9714 r 1,jr' WARNINGS: GENERAL NOTES, unless otherwise noted: / 1.Builder and erection contractor should be advised of all General Notes 1.This design Is basad only upon the parameters shown and Is for an individual Truss: J5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2u4 compression web bracing mull be installed where shown•. Incorporation of component Is the responsibility of the building designer. I�'�, 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bosom chordate be laterally braced at �� 98 �/.�; IS the responsibility of the erector.Additional permanent braGng of 2'o.c.and et 10'o.c.respectively unless braced throughout their length by 1� DATE: 1/15/2019 the overall structure is the responGbiliry of the building designee continuous sheathing or s teh as plywoodcinre meedsheatn ere s eodlor drywell(BC). O ,P,�0 �O 3.In Impact bridging or the rel bracing required where shown•t• fijh 1$1'ER , 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is Na responsibilityof there 'S SEQ.: K5 60 6101 fasteners are complete end et no time should any loads greater then 5.Design assumes trusses ere b be used In a noon-corrosive contractor. SSIONAL end are for-dry condition'of use. design loads be aDWted b any comporont. TRANS ID: LINK 5.ComTus has no control over and assumes no re e.Design assumes full bearing at all supports shown.Shim or wedge if - W sponsibility/er the fabrication,handling,shipment and installation of components. 7.necessary. esig assumes adequate drainage is provided. January 16,2019 8.This design Is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA In BCSI,copies of which will be furnished upon request. linea coincide with joint center lines. 9.Digits Indicate size of plate In inches MiTek USA,Inc./CompuTrus Software 7.8.8(IL)-E 10.For basic connector plate design values sea ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1SBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 33 2-5=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-191) 128 3-4=( -90) 38 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 8.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 398V -45/ 194H 5.50" 0.64 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 90V 0/ OH 5.50" 0.14 KDDF ( 625) 7'- 11.2" -207/ 468V 0/ OH 1.50" .0.60 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 11.7" -34/ 58V 0/ OH 1.50" 0.09 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'PROVIDE FULL BEARING:Jts:2.5,3.4 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. GOND. 2: Design checked for Ret(-5 osf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX TC PANEL LL DEFL = 0.147" @ 4'- 5.8" Allowed = 0.546" MAX TC PANEL TL DEFL = -0.194" @ 3'- 10.9" Allowed = 0.820" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.002" @ 11'- 10.9" )A MAX HORIZ. TL DEFL = -0.002" @ 11'- 10.9" 12 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 0 Truss designed for wind to in the plane of the ��¢,PrI�y.PROp . o to NGINF ,9 /0�9 89200PE r G ,4,0REGON�p, <� . T yil /O '9r 14 20 'i- M-3x4 EXPIRES: 12-31-2019 1 J. y y • 0-08 8-00 ORRILL JOB NAME •. POLYGON 3413-B - J6 id- ,3x,- �,) Scale: 0.4135 / h'" p= •, / w WARNINGS: GENERAL NOTES, unless otherwise noted: ' 1.Builder and erection contractor should be advised of all General Notes 1.Thle design Is based only upon the parameters shown end Is for an Individual Truss: J6 and Warnings before construction commences. building component Applicability of design parameters end proper //yv7 2.204 compres on web bracing must be Installed where shown+. Incorporation of component Ia the responslblllty of the bulldirrs designer. /'ra-1, 3.Additional temporary bracing to Insure stability eluting construction 2.Design assumes the top and bottom dards to be laterally braced al �'/�J 51398 �~ • by is the responsibility of the erector.Additional permanent bracing of 2',rwr end et ea hio.n.respectively as ply wood s braced throughout their length(. continuoussheathingogatehasacing re uiredwhershown+0 an(Bc). 0* �'�'IvION DATE: 1/15/2019 the overall structure Is the responsibility d Me building designer. 3.2x impact bridging or lateral bracing required where shown++ CT F � SEQ.: K5 60 6102 4.No load should be applied to any component until attar all bracing and 4.Installation oftruss is to responsibility of thhe respective contractor. 4S fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive enaronment. s .16 I' 1'0 "" TRANS ID: LINK design loads be applied to any component. =Mere for"dry fuubea'o use. 5.ComTrus hes no control over and assumes no responsibility f«the e.Design asesull bearing at all supports shown.Shim or wedge It W fabrication,handling,shipment and Installation of components. scary um 7.Design assumes hosadequate drainage io truss, January 16,2019 e.This design Is furnished subject to the limitations get forth by 8.Plates shell be located on both faces of truss,and placed so their center TPVWTCA in SCSI,copies of which will be furnished upon request lines coincide with Joint center lines. 9.Digits Indicate else of plate In inches. MiTek USA,Inc./CompuTrus Software 7.8.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESP-1988(MRek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 14-06-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/DDF/Ctg=1.00 TC: 2x4 KDDF#1SBTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 33 2- 7=(-380) 1655 7- 3=( 0) 268 BC: 2x6 KDDF#1SBTR 2- 3=(-1930) 499 7- 8=(-385) 1650 7- 4=(-39) 51 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-1655) 475 8- 5=(-379) 1659 4- 8=( 0) 263 • LL = 25 PSF Ground Snow (Pg) 4- 5=(-1935) 498 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=( 0) 33 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 8'- 6.0" V TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 8'- 6.0" TO 14'- 6.0" V --___= BC UNIF LL( 0.0)+DL( 40.0)= 90.0 PLF 0'- 0.0" TO 14'- 6.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x9 BRACING AT 24"OC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 0'- 0.0" -258/ 1230V -54/ 54H 5.50" 1.97 KDDF ( 625) IC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 8'- 6.0" 14'- 6.0" -258/ 1230V 0/ OH 5.50" 1.97 KDDF ( 625) OVERHANGS: 8.0" 8.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOND. 2: Design checked for net(-5 osf) uplift at 24 floc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX LL DEFL = -0.048" @ 6'- 0.0" Allowed = 0.679" MAX TL DEFL = -0.073" @ 6'- 0.0" Allowed = 0.906" MAX LL DEFL = 0.000" @ 15'- 2.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 15'- 2.0" Allowed = 0.089" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL= 0.011" @ 14'- 0.5" MAX HORIZ. TL DEFL = 0.018" @ 14'- 0.5" • • • 5-11-11 2-06-10 5-11-11 Design conforms to main windforce-resisting • system and components and cladding criteria. • 7320# 320# 12 12 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 M-4x6 M-6x6 .. ".16.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o • Truss designed for wind C' 4111' in the plane of the �� }.p(;pFFs �� �NG1N4,t? s/0 89200PE 9th a alli 0 o ,�OREGON �Cci� in 0 ' ` C v L I 2- 7 8 -5 I /,0 qy14 o M-3x9 M-3x9 M-1.5x3 M-3x9 MRRIO- 1 b ,L y EXPIRES: 12-31-2019 5-08-08 3-02-12 5-06-12 .6 J' b l 0-08 14-06 0-08 449 o 1011.1.b WAst `7,l, JOB NAME : POLYGON 3413-B - P1 „' X : opI' �f_ o Scale: 0.4042 -r'+ eV-. : • WARNINGS: GENERAL NOTES, unless otherwise noted: 0. 'illf..J 1.Bulmer and erection contractor should be advised of at General Notes 1.TMs design is based only upon the parameters shown and is for an individual Truss: PI and Warnings before construction commences. budding component.Appilobillty of design parameters and proper 11/ 2.204 compression web bracing must be installed where shown+. Incorporation of component Is dna responsibility of the building designer. l�4 r I 3.Additional temporary breUnp b Insure stability during construction 2.Design assumes the top and bottom chords b he laterally braced at Irl! 51398 Ai Is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or dry.v i(BC). DA itoisreg. _,�Q� DATE: 1/15/2019 the overall structure Is the responsibility of the Witting designer. S.2x Impact bddging or lateral bracing required where shown++ .Si 4.No load shouAbsapplied to any component until after all bracing end 4.Installation of truss Is the responsibility f therespective contractor. C) SEQ.: K5606103 goein s`SIONAL fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used a noncorrosive environment, design loads be applied to any component. and are for condition'of use. TRANS I D: LINK 5.c r a¢has nocontrol over and assumes no re B.Design assumes full bearing at all supports shown.Shim or wedge If ompu rresponsibility for the ssery fabdcatlon,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. January 16,2019 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so thetr center TPIIWTCA In SCSI.copies of which will be furniehed upon request. lies coincide with joint center lines. a.Digits Indicate On.of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.8.8(1L)-E 10.For basic connector plate design values see ESR-7311,ESR.1088(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 . TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 50 2-6=(-30) 554 6-3=(0) 337 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2-3=(-733).137 6-4=(-30) 554 WEBS: 2x4 KDDF STAND 3-4=(-733) 141 LOADING 4-5=( 0) 33 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BOG AREA OVERHANGS: 12.0" 8.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -116/ 727V -69/ 72H 5.50" 1.16 KDDF ( 625) 14'- 6.0" -100/ 681V 0/ OH 5.50" 1.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. I ICOND. 2, Design checked for net(-5 psf)f uplift at 24 "or spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS:. LL=L/240, TL=L/180 MAX LL DEFL= 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 15'- 2.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 15'- 2.0" Allowed = 0.089" MAX TC PANEL LL DEFL = 0.062" @ 10'- 7.8" Allowed = 0.489" MAX TC PANEL TL DEFL = 0.139" @ 10'- 7.8" Allowed = 0.733" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.005" @ 14'- 0.5" MAX HORIZ. TL DEFL = 0.010" @ 14'- 0.5" 7-03 7-03 1' - ' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 7 11M-4x4 . 6.00 Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4,0" (All Heights), Enclosed, Cat.2,.Exp.B, MWERS(Dir), 3 .,t57.7....! load duration factor=1.6, RTruss designed for wind loads in the plane of the trus. 15"PROF 1.1" �EF ` ,cp NGINEFR• C� -2_, „_-44 89200P I o ® ©yG ,�OREGON ,`�✓� 2 6 9 iQ q) 14fZp P+ M-3x4 M-1.5x3 M-3x4 MFR R 10- .i., y y EXPIRES: 12-31-2019 7-03 7-03 1 l )c )- 1-00 14-06 0-08 L 44 o�WAsr 1, JOB NAME : POLYGON 3413-B - P2 ,�" %":'.--'1/6 ti�( Scale: 0.3940 �f; j j s."° • WARNINGS: GENERAL NOTES, unless otherwise noted'. • 'UI/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 %% Truss: P2 and Warnings before construction commences. building component.Applicability of design parameters and proper 7 2.244 compression web bracing must be installed where shown*. incorporation of component Is Me responsibility of the building designer. / 3.Additional temporary bracing b Insure stability during construction2.Design assumes the top and bottom chords to be laterally braced at �v f! 51398 -cr/ la the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood ng(TC)and/or drywall(BC). Q DATE: 1/15/2019 Me overall structure Is Me responsibility of Me building designer. 3.20 Impact bridging or lateral bracing requiredshed where shown** ID' ��r$ R SEQ.: K5 60 610 4 4.No load should be applied to any component until after all bracing and 4.Installation of buss Is Me responsibility of thector. respective contra '‘,,,Cbay TO fasteners are complete and at no time should any bads greater than 5.Design assumes Gus..are to be used Ina non-corrosive environment, IONAL-V' design loads be applied to any component. and are for'dry condition'of use. TRANS I D: LINKe.Design assumes full bearing at ell supports shown.Shim or wedge If S CompuTrus hes no control over and assumes no responsibility for the tabricatlon,handling,shipment and Installation of components. necessary. as. 7.Pates hall es sed on tface is russed. January 16,2019 5.This design is furnished subject to Me limitations sat forth by B.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sire of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basis connector plate design values see ESR-1311,ESR-19318(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE= 1.15 1-2=( -15) 7 5-3=(-113) 168 5-2=(-207) 191 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-138) 114 WEBS: 2x4 KDDF STAND 3-4=( 0) 33 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 0.0" 8.0" 0'- 0.0" -32/ 273V -112/ 43H 5.50" 0.44 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 6.0" -45/ 360V 0/ OH 5.50" 0.58 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. OND. 2: Design h k d n ( n 1 0 1 4 spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/24S, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL= 0.000" @ 7'- 2.0" Allowed 0.067" MAX TL DEFL= -0.001" @ 7'- 2.0" Allowed = 0.089" MAX TC PANEL LL DEFL = -0.097" @ 3'- 3.5" Allowed = 0.397" 0-05-12 6-00-04 MAX TC PANEL TL DEFL = -0.110" @ 3'- 3.5" Allowed = 0.596" 'I ,' ,1 SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = 0.001" @ 6'- 0.5" ' --:]6.00 MAX HORIZ. TL DEFL = 0.001" @ 6'- 0.5" /- M-1.5x3 Design conforms to main windforce-resisting system and components and cladding criteria. It iiiiiiiii..... Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads rn in the plane of the truss only. 0 o ����p PR oFFss �,.�5 �NGINEFR /029 89200PE v /- 5** ►1e 1 0 M-1.5x3 M-3x4 GORErt GON N 1/4 'o MY 14, 2°�P+� FRR1'v\- b J, b 0-05-12 6-00-04 EXPIRES: 12-31-2019 l y 1 6-06 0-08 ORRILL 4.5P o w"1.44:�f� JOB NAME : POLYGON 3 413-B - P3 � _ °$ Scale: 0.5415 ,i" WARNINGS: GENERAL NOTES, unless otherwise noted: /�• 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 . , ' Truss: P3 and Warnings before construction commences. building component Applicability of design parameters and proper . 1' 2.2x4 compression web bracing must be Installed where shown+. Incorporatlon of component is he responsibility of the building designer. /y 3.Additional temporary bracing to Insure stability during construction J 2.Design assumes the top and bottom chortle b be laterally braced et ' Cl398 'w Is the responslbillty of the erector.Additional permanent bracing of 2'0.0.and at 10'0.0.respectively unless braced throughout their length by DATE: 1/15/2019 the overall structure is me res Neni continuous sheathing such as plywood¢heahbg(TC)and/or drywall(Bc). Q pan ty of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ +{' GI$'j$R SEQ.: K5 6 0 610 5 4.No load should be applied to any component until atter all bracing and 4.Installation of truss is the responsibility of the respective conkecbr. �y�AI fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are b be used in a non-corrosive environment, IONAL G TRANS ID• LINK design loads be applied to any component. and are for'dry condition'of use. 5.CompuTrus hes no control over end assumes no responsibility for the S.Design assumes full bearing et all supports shown.Shim or wedge If fabrication,handling,shipment and installation of components. 7.necessary.Design Pltes assumes c ed on both is basis,d. January 16,2019 8.This design Is furnished subject to the limitations eel tenth by 8.Plates shall be located on both faces of trues,and placed so their center TPVWTCA in SCSI.copies of which will be furnished upon request. lines coincide with(ant center lines. 9.Digits indicate siva of plate in inches MiTek USA,Inc./CompuTru3 Software 7.6.8(1L)E 10.For basic connector plate design values see ESR-1311,ESR-1688(MiTek) • This design prepared from computer input by ..• Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 ROOF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 33 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-28) 40 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 8.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -38/ 231V -6/ 39H 5.50" 0.37 KDDF ( 625) 1'- 10.9" -112/ 91V 0/ OH 1.50" °0.15 KDDF ( 625) LL= 25 POE Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL I� REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING:Jts:2.3.4 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP kOND. 2• Drsign rhrrkrd fnr net(-9 psf) uplift at 24 "oc -pacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.000" @ 0'- -8.0" Allowed = 0.067" 1-11-11 MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" 1' 1 MAX TC PANEL LL DEFL = 0.001" @ 1'- 2.9" Allowed = 0.097" MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.145" 12 MAX BC PANEL LL DEFL = 0.004" @ 2'- 8.6" Allowed = 0.250" 6.00 MAX BC PANEL TL DEFL = -0.014" @ 3'- 3.8" Allowed = 0.333" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" ' MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind 10.- 11in the plane of the tr Vi P ROA.5�� G1N�IE�c��'/02 i iii cro 89200PE r 0 M-3x4 10 4- +OREGON D' ,,t�o /O lY14 20Q..+' 'eRRILA- b b y 0-08 6-00 EXPIRES: 12-31-2019 .0.1tRILL 4, 4 ). o'WAS `71 JOB NAME : POLYGON 3413-B - PJ1 /' /N'.^ �' �'P Scale: 0.6956 .� ti`",' O WARNINGS: GENERAL NOTES, unless otherwise noted: _ 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 `/ Truss: PJ1 and Warnings beforeconstmction 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. / °' S.Additional temporary bracing to Insure stability during construction 2.Design assumes the by end bottom chortle to be laterally braced al �� �,�51398 'P,y� is the responsibility of the erector.Additional permanent bracing of 2'o.c.and st 10'o.c.respectively unless braced throughout their length by DATE: 1/15/2019 the overall endure is Me responsibility f the building deal continuous sheathingdgingor such as plywood sheathing(TC)°nNor drywail(BC). O pons ty o g gner. S.2s Impact bridging or lateral bracing required where shown++ "'+U 1 1,+'" SEQ.: K5 60 610 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 4, fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used In a noncorrosive environment s IONAL G TRANS ID• LINK design loads be applied to any component. and are fo"dry conditlon'duse. 8.CompuTrus hes no control over and assumes no responsibility for theneces8.Design assumes tau bearing at all supporta shown.Shim or wedge if fabrication,handling,shipment and Installation of components. nary. 8.This desl nisfurnishedsub cttothelimitationssetforthb 7.Ptlshallgn ebooedo`h'face'°p`is'sed. January 16,2019 9 k r 8.Platesss oil be located on note feces of truss,and pleoetl so their venter TPIIWTCA In SCSI,copies of which will be furnished upon request. 'thea coincide with joint wilier lines. 9 f MiTek USA,Inc./Com Trus Software 7.6.81E E o Digitsorindicatesinectr plate deign values pu ( } i.For beak connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 33 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-61) 49 • TC LATERAL SUPPORT 0= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)001( 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: 8.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -33/ 296V -14/ 69H 5.50" 0.47 KDDF ( 625) 3'- 10.9" -100/ 114V 0/ OH 1.50" 0.18 KDDF ( 625) LL= 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 57V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. I [PROVIDE FULL BEARING:Jts:2.3.4I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ['ONn. 2: nrsign cher-ked for net(-5 pef) rtplift at 24 'oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.000" @ 0'- -8.0" Allowed= 0.067" 3-11-11 MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX LL DEFL = 0.000" @ Or- 0.0" Allowed = 0.078" f ,r MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL = 0.012" @ 2'- 2.2" Allowed = 0.246" 12 MAX BC PANEL TL DEFL = -0.025" @ 3'- 1.4" Allowed = 0.333" 6.00 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" -7 Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind to d, in the plane of the ���pr>t1y.P D O g„� ONGINFF,/02 'SO. M 89200PE 9r P I 0 2� ��. -f M-3x4 • , '�OREGON 4ice /6 q y 14, VN -i" 4,1FRRIL\-0 y y y EXPIRES: 12-31-2019 0-08 6-00 • • y`.LL • Scale: 0.6331 ,r riiiii' }►�� +`^- �� • JOB NAME : POLYGON 3413-B - PJ2 ' c WARNINGS: GENERAL NOTES, unless otherwise noted: '4e 'I 1.Bull der and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for en individual Truss: PJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper .//IIv/r 2.2v4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. (y'�I 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the by end bottom chords to be laterally braced at �.�1 51398 'w Is the responsibility of the erector.Additional permanent bracing o/ 2'o.c.end at 10'o.c,respectively unless braced throughout their length by �i DATE: 1/15/2019 the overall structure la the roe continuous sheathing such as plywood sheathing(TC)antllor drywell(BC). O��'`4i9ys p�j responsibility of the building designer. 5.2z impact bridging or lateral bracing required where shown++ V! Y� 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the contractor. (� SEQ.: K5 60 6107 fasteners are complete and at no time should any loads greater than 5.Design assumes tosses are to be used in a non-corrosive environment, �V design loads be applied to any component. and are for-dry condition'of use. TRANS ID: LINK ��NAL 5.CompuTrus has no control over and assumes no responsibility for the necessary. 6.Design assumes full bearing at all supports shown.Shim or wedge If - fabrication,handling,shipment and components.installation of 7.Design assumes adequate drainage is provided. January 16,2019 6.This design is furnished subject b the limitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center tines. 0.Digits indicate size of plate In Inches MITek USA,Inc./CompuTrus Software 7.6.8(1L}E i0.For beak connector plate design values see ESR-1911,ESR-1050(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 - TC: 2x4 KDDF#1&BTR - LOAD DURATION INCREASE= 1.15 1-2=) 0) 33 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-95) 68 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 8.0" 0.0" TOTAL LOAD = 42.0 PIE 0'- 0.0" -41/ 355V -21/ 100H 5.50" 0.57 KDDF ( 625) 5'- 9.2" 0/ 74V 0/ 0H 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -70/ 160V 0/ OH 1.50" '0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE MOIL BEARING:Jts:2.4.3 FOND. 2: Devign checked for net(-5 paf) uplift at 24 "oc Spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" 5-11-11 MAX TC PANEL LL DEFL = 0.079" @ 3'- 7.2" Allowed = 0.395" MAX TC PANEL TL DEFL = -0.091" @ 3'- 4.8" Allowed = 0.593" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 6.00 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" Design conforms to main windforce-resisting '' system and components and cladding criteria. Wind: 140 mph, h=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 in the plane of the truss only. oili o ���Ep PROF4.ss m .\�5 OGINe$:, <9 I.89200PE 9r' it 210MM 4000214 Cr M-3x4 G ,�OREGON'\ �<0 /Q 49 y 2 141 0 Q-� MFRR ILA- . . k EXPI RES: 12-31-2019 0-0B 6-00 JOB NAME : POLYGON 3413-B - PJ3 �._ ��O Scale: 0.5789 �••' +�`', ` WARNINGS: GENERAL NOTES, unless otherwise noted: 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) Truss: PJ3 and Warnings before construction commences. building component Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown*. incorporation of component is the responsibility of the building designer. ire'I 3.Additional temporary bracing b locate stability during construction 2.Design assumes the top and Bottum chords to be laterally braced at �j 51398 '�� Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and et 10'o.c.respectively unless braced throughout their length by v(D n , continuous ehgamlorwehesplywood uirelwheac>ywnooywalgBc). Qom,, , ..1ST�.�" DATE: 1/15/2019 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required whoa shown t w 4.No load should be applied to any component until after all bracing and 4.Installation of truss le the responsibilityof therespective contractor. SEQ.: K5606108 fasteners are complete end at no lime shouts any bads greater than 5.Design assumes trusses are to be used in a no.00mos ve environment, sjONAL design loads be applied b any component. and are for'ary condition.of use. TRANS ID: LINK 5.Dee n sa es full at S.CompuTrus hes no control over and assumes no responsibility for the N g a supports mown.Shim or wedge if fabrication,handling,shipment and installation of components. necessars,um T.Design assumes adequate thiageIo provided. January 16,2019 e.This design is fumb ishatl subject the limitations set forth by 8.Plates shell be located on f both feces of truss,and placed on their cooter TPIIWTCA in BCSI,copies of which will be furnished upon request. Innes coincide with joint center lines. S.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 33 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-122) 71 3-4=( -62) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD= 10.0 PIP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 8.0" 14.7" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -34/ 339V -23/ 129H 5.50" 0.54 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 74V 0/ OH 5.50" 0.12 KDDF ( 625) 5'- 11.7" -190/ 317V 0/ OH 1.50" 0.91 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 1pROVTDE PPULLRRARTNG:Jts•2 5 3 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP I GOND, 2: Design checked for net(-5 psfl uplift at 24 "oc spacing. 1 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.000" @ 0'- -8.0" Allowed = 0.067" 12 MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" 6.00 -/ MAX LL DEFL = 0.006" @ 7'- 2.7" Allowed = 0.122" MAX TL DEFL = -0.007" @ 7'- 2.7" Allowed = 0.163" MAX TC PANEL LL DEFL= 0.065" @ 3'- 7.2" Allowed = 0.395" MAX TC PANEL TL DEFL = -0.091" @ 3'- 4.8" Allowed = 0.593" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. m of Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ti (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=1.6, mT Truss designed for wi in the plane of the �� GINE' ,$)% Ws29 , 89200PE r i 2►� 6OEMN M-3x4 7 ,ti OREGON�I), ,4,' I9y O : 14, 20 Q4 MFR R t \- ' ), 3, i, 1, EXPIRES: 12-31-2019 0-08 6-00 1-02-11 .RRJLL .6 , -. OV WAS tl JOB NAME : POLYGON 3413-B - PJ4 Scale: 0.5912 -' � „ i°��� WARNINGS: GENERAL NOTES, unless otherwise noted: ( i 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for en individual 4,11 t Truss: PJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper ! 2.234 compression web bracing must be installed where shown+. Incorporation of component Is Me responsibility of Me building designer. / / 3.Additional temporary bracing to Insure stability during construction 2. Design assumes the pp and bottom chords p be laterally braced at •� 51398 a7' 2'o.c.and at 10'es.respectively unless braced throughout their length by is Me responsibility of the erector.Additional permanent bracing of continuous sheathingsuchaaaywoodaheammg(TC)and/ordrywall(BC). O L�'V+ .s.� 1� DATE: 1/15 2 019 the overall structure Is the responsibility of the building designer. 3.23 Impact bridging or lateral bracing required where shown++ 1$Lapp' SEQ. : K5 60 610 9 4.No load should be applied to any component until after ell bracing and 4.Installation of truss Is the responsibility of Me respective contractor. S fasteners are complete and at no erne should any Iowa greater than 5.Design assumes trusses are P be used In a non-corrosive environment, I0NAL" b TRANS ID• LINK design loads be applied to any component. and are for'dry condition'of use. 5.CampuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If , necessary. fabrication,handling,shipment and installation of components. 7.Plates shahumeoed on othlfceio based. January 16,2019 6.This design Is famished subject to the limitations set fain by B.Plates shell be located on both feces of buss,and placed co their center TPI/WTCA in SCSI,copies of which will be furnished upon request lines coincide with pint center Imes. 9.Digits indicate doe of plate in inches. MiTek USA,Inc./CompuTrus Software 7.8.8(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input bye,. Pacific Lumber and Truss—BC i LUMBER SPECIFICATIONS CORNER GIRDER SETBACK 6-0-0 FROM END WALL • LOAD DURATION INCREASE: 1.15 CHORDS: TRUSSES SPACED AT 24"oc 2X4-2 KDDF #16BTR TOP CHORD LL = 25psf TOP CHORD DL = 7psf TOTAL LOAD = 32psf • 12 4.24 M-5x8 M-3x6 011.LIII:I i / PROVIDE SUPPORT y ��D PROFe M-3x6 1-08-13 �c���' w\GIN;�'F�S/�A_ M-3x6 �' 89200PE �r M-3x8 M o xigg 7, ,t,„OREGON 4�a o /O qy 14, Zoe Q4- MRR10-e' y k y EXPIRES: 12-31-2019 1-07-02 8-05-08 I ORRILZ, 44$ ii JOB NAME : POLYGON 3413-B - PR 'p tom! : a Scale: 0"5099 ../' WARNINGS: GENERAL NOTES, unless otherwlse noted: V 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 ,y Truss: PR and Warnings before construction commences. building component.Applicability of design parameters and proper 17/ 2.2x4 compression web bracing must be Installed where shown.. Incorporation of component Is the responsibility of Me building designer. /. "�r 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et 398 'w� is the responsibility of the erector.Additional permanent bracing of 2'ntin end et ea10'hino.crespectively woods breed(TC)throua awl their length by ya continuous sheathing or such as plywood uIredsheatin ere s own.drywall(BC). O}" 4' DATE: DATE: 1/16/2019 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing reqused where shown., f¢'� 1 13�Y� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contactor. SEQ. : K5 60 6110 fasteners are complete and at no time should any bads greater than 5.Design assumesbusses are to be used in a non-corrosive environment, US/ONAL 6 TRANS I D: LINK design bads be applied to any component and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for them.ae.Design assumes full bearing at all supports shown.Shim or wedge If fabrication,handling,shipment and Installation of components. scary. S.This design lsfumishedsubject tofrelimitations set forth by e.Design shallbelocateedauumes uonbothfacesate drainage rofbus vss,andplacedsotheircenter January 16,2019 TPIIWTCA In BCSI,cops of which will be furMshed upon request. lines coincide with pint center lines. 9.Digits Indicate size of plate In inches. MITek USA,Inc./CompuTrus Software 6.2.3(10-Z 10.Fe basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1-2=( -7) 33 2-4=(0) 0 BC: 2x9 ROOF #1&BTR SPACED 29.0" O.C. 2-3=(-41) 15 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 8.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -50/ 227V -6/ 39H 5.50" 0.36 KDDF ( 625) 1'- 9.2" -8/ 17V 0/ OH 5.50" 0.03 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ OH. 1.50" 0.07 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. I (PROVIDE FULL BEARING:Jts:2.4.3I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'FOND. 2: rlevign rhecked for net(-0 yvfl rlplift at 24 "oc spacing AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 1-11-11 MAX LL DEFL = 0.001" @ 0'- -8,0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX BC PANEL LL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.050" MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.9" Allowed = 0.145" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 6.00 MAX HORIZ. LL DEFL= -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 11 o �� ED P Rn. OfiFss o� �C�� �NGIN��9 /0iL9 C3 2=� 4►� - $9200PE r' M-3x9 • '_OREGON ,� fit/ /O gy14, 20 4 MFRR11_\- �' ), l 1 0-08 2-00 EXPIRES: 12-31-2019 L s'..o >" JOB NAME : POLYGON 3413-B - SJ1otherwiseScale: 0.6986 ��� x' o�O WARNINGS: GENERAL NOTES, unless otherwise noted, ; .*.I''''' `; 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual Truss; SJ1 and wamingsbefore construutloncommences. building component �' ponc mponen Is Applicability responsibility parameters of era uild proper /;1�I' 2.2x4 compression web bracing must be installed where shown.. Incorporation of component Is the rasponalNllN 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 at •O� 51398,0 .Cyd is he responsibility of the erector.Additional permanent bracing o/ 2'o.c.end at 10'o.c.respectively unless braced throughout their length by DATE: 1/15/2019 he overall strucWre Is he responsibility of the builddesigner. continuous ridging or ater as acing relywood sheathing(TC)s ownandi•tlrywell(BC). QA���G� Q'� k9 3.2x Impact bridging or katal bracing required where shown.. A' I A SEQ.: K5 60 6111 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is he responsibility of he respective contractor. s C1 fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are k be used In a non<onoelve environment, SIONALt TRANS ID: LINK design loads beapplied toany component. and are for%trycondltlon'.of use. 5.CompuTrus hes no control over and assumes no responsibility for the S.Design assumes full bearing et all supports shown.Shim or wedge If necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. January 16,2019 e.This design Is furnished subject to the limitations set forth by 8.Plates shell be lowtad on both feces of truss,and placed so heir canter • TPIINTCA In SCSI.copies of which will be furnished upon request lines coincide with joint center lines. B.Digits indicate else of plate in inches. MiTek USA,Inc./CompuTnus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1958(MITek) I This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-28) 22 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32:0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -13/ 98V -6/ 24H 5.50" 0.16 KDDF ( 625) TOTAL LOAD= 42.0 PSF 1'- 9.2" 0/ 23V 0/ OH 5.50" 0.04 KDDF ( 625) 1'- 11.7" -24/ 46V 0/ OH 1.50" 0:07 KDDF ( 625) LL= 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1FROVIDE FULL BEARING:Jts:1.3.2II REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOND. 2: Desien checked for nett-5 psft uo]'ft at 24 "oc spacinq,- BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.001" @ 1'- 2.9" Allowed = 0.097" MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.2" Allowed = 0.145" 1-11-11 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 12 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, 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 -/ in the plane of the truss only. (� ��Ep PRo�Fs M �� �GNG I NEF� `�'/O�i o� 1 3 89200PE 9r M-3x4 '�OREGON /.0 iO gy14, 2n Q�` MFRRtLL • y 2-00 y EXPIRES: 12-31-2019 • o JOB NAME : POLYGON 3413-B - SJ1X Scale: 0.7657 �, " ..7.. o -0 WARNINGS: GENERAL NOTES, unless otherwise noted: =; . 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual %eq Truss: SJ1X and Warnings before construction commences. building component.Applicability of design parameters and proper ry.! Incorporation of component is Os responsibility of the building designer. /rs=I 2.2x4 compression web bracing must be installed where shown•. 1 3.Additicoal temporary bracing b Insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at f f1 4,,51398,,s, Is the responsibility of the erector.Additional permanent bracing of S.o.c.and at 10'ea.respectively unless braced throughout their length by • continuous sheathing such asplywood sheething(Tc)and%ordrywalµec). ott+t, .�G•IS,rE3 .f DATE: 1/15/2019 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown.f- 4.No load should be applied to any component until after all bracing and 4,Inatailation of truss is the responsibility of the respective contractor. Y SE Q K5 60 6112 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, SSIONAL' TRANS I D: LINK design loads be applied to any component. and are r "dry condition'made. 5.Campania hes control over end assumes no responsibility for the e.Design assumes full bearing at ell supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary.asum T.Designabescaedaoneothfacelapre,,S, January 16,2019 6.This design is furnished subject to the limitations cat form by S.Plates shall be located on both feces of truss,and placed so their center TPVWTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits Indicate sot of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E tO.For basic connector plate design values see ESR-1311,ESR-1989(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 33 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-67) 30 TC LATERAL SUPPORT <- 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 8.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -46/ 253V -14/ 69H 5.50" 0.41 KDDF ( 625) 1'- 9.2" -3/ 60V 0/ OH 5.50" 0.10 KDDF ( 625) LL= 25 PSF Ground Snow (Pg) 3'- 11.7" -49/ 94V 0/ OH 1.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. II PROVIDE FULL BEARING;Jts:2.9,3 IOONn_ 2: Design h k d fo (-S psfl uplift at 24 ' sg ding BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX BC PANEL LL DEFL = 0.002" @ 1'- ,0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.067" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 6.00 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" '' MAX HORIZ. TL DEFL= -0.000" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, cr (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, N Truss designed for wind loads in the plane of the truss only. 0 PROp o-, �g���NG EF/�y`S�'�O 2_, o� 2 89200PE r M-3x4 10 t:t ,t,OREGON�t �4,/ /O '9Y 14, 2 4 MFR R I Lk-Q'� EXPIRES: 12-31-2019 l 1 l y 0-08 2-00 1-11-11 \O,RRILL 4. �ti� �v WAS j. `�•f\, JOB NAME : POLYGON 3413-B - SJ2 lip _lw! rt' �/6 Scale: 0.8537 "IlAV f� - ,i WARNINGS: GENERAL NOTES, unless otherwise noted: s... 1 _ I.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for en individual 4 Truss: S J2 and Warnings before construction commences. building component.Applicability of design parameters and proper 7 r 2.254 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. / 3.Additional temporary brad to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �1...04:4 5)1�r3ra.9�8Q�a/ 'w4 Is the responsibility of the erector.Additional permananl bracing of 2'o.c.and at 10'c.c.respectively unless braced throughout Nair length by �a n' ex Impact sahging ng orauchesacing required sheathing(TC)hown•drywelNBC). 'y1J 1>V.�Y" DATE: 1/15/2019 the overall structure is he responsibility of the building designer. 3.2s Impel bridging or lateral bracing repaired whe a shown*+ '4;433 VV A 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ.: KS 60 6113 fasteners ere complete and al no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, IONAL design loads be applied to any component. and are for condition.of use. TRANS ID: LINK O.Design assumes bearing at all support shown.shim or wedgei 5.CompuTrus has no contra over and assumes no responsibility for the ssery um - fabrication, shipment and installation of components' 7.Design assumes adequate drainage is provided. January 16,2019 S.This design Is furnished subject to the limitations set forth by S.Plates shall be located on both faces of truss,and placed so their center TPII WTCA In 8051,copes of which will be furnished upon request lines coincide with joint canter lines. MITek USA,Inc./Com uTrus Software 7.0.8 1 L G.Diggs indicate size plate Ia inches. 1. P ( )£ 10.For basicnconnectorteplate design values see ESR-1311,ESR-1988 Weis) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'=11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cor=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-64) 30 1-3=(0) 0 BC: 2x4 KDDF#1fiBTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD= 10.0 PSF 0'- 0.0" -28/ 131V -13/ 54H 5.50" 0.21 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" -15/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 3'- 11.7" -46/ 96V 0/ OH 1.50" 0.15 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1_ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL !PROVIDE FULL BEARING:Jts:1.3.2 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. IOND. 2: Design rherked for net(-5 nsf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL LL DEFL = 0.002" @. 1'- 0.1" Allowed = 0-.050" • MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.067" SEASONED LUMBER IN DRY SERVICE.CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 12 6.00 • 11system Design conforms to main windforce-resisting and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. N (c• PRO,cFss co'ssc. IN /\ m� 2 c. 89200PE 9r o 1' 3 111111.- 1.All M-3x4 til Cr ,�OREGON IIx Ilii i <0 gr 14 20 P.� MFR R 10- EXPIRES: 12-31-2019 ), l J, 2-00 1-11-11 RRTLL 40 WAS $`11, JOB NAME : POLYGON 3413-B - SJ2X fir"•- ��Q',� Scale: 0.9376 , r : li WARNINGS: GENERAL NOTES, unless otheraiae noted: jr, r� -- 1.Builder and erection contactor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual Truss: SJ2X and Warnings before construction commences. buildingcomponent.Applicability of design parameters and proper 1, incorporation of component is there responsibility of the build) designer. ( 2.Col compression web bracing must be Installed where shown•. ncorp pon sP y nor �F' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes me tap end bottom chortle to be laterally braced at S 1398 Qi 2.o.c.and at 10.ec.respectively unless braced throughout their length by Is the respansiblliry of the erecter.Additional permanent bracing of Q continuous sheathing such as plywood sheathing(TC)and/or dos 11)81). OIC, 'GIS 1,s.a . DATE: 1/15/2019 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown•• SEQ.: K5 6 0 6114 S 111,, 4.No load should be applied to any component until after all bracing and 4.Installation of truss is me responsibility of the respective contractor. fasteners are complete and at no time should any roads greater than 6.Design assumes trusses are to be used In a non-corrosive environment, s`VIONAL TRANS ID: LINK design loads be applied to any component. end are for condition"o use. b 5.CornpuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supporta chain.Shim or wedge If necesfabdcatlon,handling.shipment and Installation of components. 7.Designsumes adequate drainage is provided. January 16,2019 G.This design is furnished subject to the limitation set forth by B.Plates shall be located on both faces of truss.and placed so tab canter TPPWTCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 5.Digits indicate size of plate in Inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1L)-E 10.For basic connecter plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 33 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O,C. . 2-3=(-101) 47 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 8.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -26/ 242V -21/ 100H 5.50" 0.39 KDDF ( 625) 1'- 9.2" -46/ 152V 0/ OH 5.50" 0.24 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -68/ 144V 0/ OH 1.50" 0.23 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL f REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING:Jts:2.4.3 I BOTTOM CHORD CHECKED FOR lOP3F LIVE LOAD. TOP [POND. 2: Design rhncked for net(-5 psf) Itplift- at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.000" @ 0'- -8.0" Allowed = 0.067" -/ MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.067" SEASONED LUMBER IN DRY SERVICE CONDITIONS '' MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), t load duration factor=1.6, r1 Truss designed for wind loads in the plane of the truss only. .<(,RE) PR Copes o, <0 0NGI NE-&„ /p2 1 89200PE 9r o� 0 2 111. 11 4 M-3x4 Cr 7 '�OREGON t �4/ MFR R ILA- 1 J' J• b 0-08 2-00 3-11-11 EXPIRES: 12-31-2019 oRRILL,B 4-4S) .4 was II), JOB NAME : 3413-B POLYGON - SJ3 411 • % M ' r Scale: 0.6754 /f�: Q WARNINGS: GENERAL NOTES, unless othenvlse noted rs 1.Builder and erection contractor should be advised of all General Notes 1.This designIs based only b, Truss: SJ3 and before building ycabnyopesmepaamewnandiproper(rummest • Warnings gcomponent Applicability or design parameters and proper 2.2114 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. „'.4.2`' 3.Additional temporary bracing b Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced et �'I', 51398 `� Is the responsibility of tl1e erector.Additional permanent bracing o1 V o.c.end el 10'o.c.respectively unless braced throughout their length by oonbnactb0damlogsuch aaplynomaneewher ehown.arywalyec). etNs)� GIST R' DATE: 1/15/2019 Ithes t overall nsibNre Is therectr.Ad responsibility of Meansabuilding designer. 3.co Impact bridging or lateral bracing required where snow/and/or d 4.No load should be applied to any component until after all bracing end 4.Installation of truss Is the responsibility of the respective contractor. ,�.tj SEQ.: KS 60 6115 fasteners are compete end at no time should any wads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, S)ONAL v' TRANS ID: LINK design keds be applied to any component. and are for'drycondlaon'efuse. B.CompuTrus hes no control over and assumes no responsibility for the S.Deslgn assumes full bearing et all supporta shown.Shim or wedge If fabrication,handling,shipment and installation of components. necessary. T.Design halassl,mesaatedoneothlfacels nthnesed. January 16,2019 6.This design is furnished subject to the limitations set forth by S.Plates shell be located on both faces or truss.and placed an matt center TPIIWTCA In SCSI,copies of which will be furnished upon request (hes coincide with joint center lines. es. MiTek USA,Inc/Com uTrus Software 7.8.8iL E 10.DigusIndicateemrpof ate designign values p ( } B. Fm basicconnectorsize plateIn values sae ESR-1311,ESR-19e3(MITeh) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 6.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #l&BTR LOAD DURATION INCREASE= 1.15 1-2=( 0) 36 2-5=(-47) 62 3-5=(-233) 167 BC: 2x4 KDDF #1SBTR SPACED 24.0" O.C. 2-3=(-97) 82 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -80/ 453V -32/ 96H 5.50" 0.72 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 6.0" -36/ 307V 0/ OH 5.50" 0.49 KDDF ( 625) M-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon). REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. OND 2 D lin checked f r n t( 5 Dsf) >_ptift at 29 c soac nc ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL= 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.195" @ 3'- 9.5" Allowed = 0.938" 7-02-04 0-03-12 MAX TC PANEL TL DEFL = -0.250" @ 3'- 9.7" Allowed = 0.656" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = 0.001" @ 7'- 2.2" 4.00 ' MAX HORIZ. TL DEFL = 0.001" @ 7'- 2.2" M-1.5x3 Design conforms to main windforce-resisting system and components and cladding criteria. M-3x6 ,jl Wind: 190 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-1.5X4 in the plane of the truss only. (11 il o Truss designed f• 'r{t�ut�p�*�l 9 let-ins Icv of the same si fi�t.�§,k3d2 � r,,-: 9,.,.. top leg chord. Insur 4ti�i4' _e 1 ,b op M-3x6 Outlookers (� /§� permissib -4 board area- !'1 VA- o� MI 1 ct 89200PE vI r1 0 2 5 M-3x4 M-1.5x3 G4,OREGON ,b, ki /4 gy14, 2° P# l y y MRRILk- v 7-02-04 0-03-12 y ), y EXPIRES: 12-31-2019 1-00 7-06 RJLL JOB NAME : POLYGON 3413-B - Z1 Scale: 0.5829 -4 t 11,1414 L , • WARNINGS: GENERAL NOTES, unless otherwise noted: • ^: 1.Builder and erection contactor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual ' 1' Truss: Z1 and Warnings before construction commences. building component Applicability of design parameters and proper ' 2.204 cosi prey don web brads incorporation of component Is the responsibility of the building designer. / t emast be bslatiea lunare shown.. 3.Additional i mporery Waring to Insure stability during construction 2.Design assumes me top and bottom chords to be laterally braced at �'IA 51398 4y Is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at tg'o.c.respectively unless braced throughout their length by ,ota continuous sheathing such as plywood aired n ere s ownand/or•drywell(BC). �A �orsn �. DATE: 1/15/2019 Sia overall structure is the responsibility of the building designer. 3.2x impact bridging or lateral Waring required where shown*• ti SEQ.: K5 60 6116 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. sy fasteners are complete and et no time should any beds greater than 5.Design assumes trusses are to be used in a noncorrosive environment, S LONAL TRANS ID: LINK design bads be applied bany component. am arefo arygonenon mase. S.CompuTrus has no control over end assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if necessary. fabrication,handing,shipment and Installation of components. ass 7.Designassumesbe scaed on hdrainage is truss,ded. January 16,2019 S.This design is famished subject b the limitations set forth by B.plates shall located on both faces m truss,end placed so they canter TPIIWTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. B.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.8(IL}E fo.For basic connector plate design values see ESR-1311,ESR-1058(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-47) 62 3-5=(-233) 167 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-97) 82 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -80/ 453V -32/ 96H 5.50" 0.72 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 6.0" -36/ 307V 0/ OH 5.50" 0.49 KDDF ( 625) *0 For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. COND. 2: Design checked for net(-5 psf) uplift at 24 'nr spacing. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.195" @ 3'- 9.5" Allowed = 0.438" MAX TC PANEL TL DEFL = -0.250" @ 3'- 9.7" Allowed = 0.656" 7-02-04 0-03-12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 1. I12 MAX HORIZ. LL DEFL = 0.001" @ 7'- 2.2" 4.00 MAX HORIZ. TL DEFL = 0.001" @ 7'- 2.2" • M-1.5x3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 111 al CV .4 duration factor=l.6, ca o End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. ���Ep PR OFFss �� �NGINF�h' /O2 89200PE 9f' oi O , 1 2 ** 5 O M-3x4 M-1.5x3 4,OREGON�� &4/ <O gY14, 2° p+ y y l 111E-RR 10, 7-02-04 0-03-12 • y b l EXPIRES: 12-31-2019 1-00 7-06 • 44) was $' ) JOB NAME : POLYGON 3413-B - Z2 °°' /p, ,%' �,o IA Scale: 0.5704 .,, /;1 �K WARNINGS: GENERAL NOTES, unlessotherwlse noted: 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 Truss: Z2 and Warnings before construction commences. building component.Applicability of design parameters and proper l, 2.2x4 compression web bradna must be Installed where shown+. Incorporation of component is the responsibility of the building designer. /y / 3.Additional temporary bredng to insure stability during construction 2.Design assume&the top and bottom chords to be laterally braced at A1 51398 ,cS, Is the responsibility of the erecter.Additional permanent bracing of 2'o.c.and at 10'es.respectively unlem braced throughout their length by DATE: 1/15/2019 the overall structure Is the responsibility of me building designer. 20 Impact riiging at such as plywoodcirequired sheatIn ere s and/orn+tlrywell(BC). O� �'Gx .�.p '� 3.2x Impact bridging or lateral bracing where shown++ l N SEQ.: K5 6 0 6117 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete end at no time should any loads greater then 5.Design assumes trusses are tobe used N a non-corrosive environment. S ZONAL c, design loads be applied b any component. and are for"dry condition'of use. TRANS ID: LINK 5.0esi n assumes full bearing 5.CompuTrus has no control over and assumes no responsibility forme 9 9 atall w pports shown.Shim or wedge If ,. napes fabrication,handling,shipment and installation of components. ass ,.Designleeumeoadequat e oth face is provided.an January 16,2019 8.This design is furnished subject to the timitetlon&set forth by 8.Plates shell be located on bah faces of trues,end placed so their center TPVWTCA in SCSI.copies of winch will be furnished upon request. Ones coincide with Joint center lines. g.Digits indicate size of plate in Inches. MiTek USA,InoiCompuTrus Software 7.8.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1906(MiTek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3j4' Center plate on joint unless x,y dimensions shown in ft-in-sixteenths Failure to Follow CouldCause Property offsets are indicated. I 6-4-8 I (Drawings not to scale) Damage or Personal Injury r== Dimensions are in ft-in-sixteenths. 114060. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 2. Truss bracing must be designed by an engineer.For 0'1/16" 4 wide truss spacing,individual lateral braces themselves Milliiillt 0 may require bracing,or alternative Tor I _ p bracing should be considered. O IRRIllor �� 3. stack Nevermaterials exceed the on designinadequately loading shown braced andtrusses. never OC I. MIiiiiiii O 4. Provide copies of this truss design to the building C7-8 C67 C5-6 i_ designer,For 4 x 2 orientation,locateg erection supervisor,property owner and BOTTOM CHORDS all other interested parties. plates 0- 'rie'from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connectorplates. 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 20120 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907, ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that 411101, Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. I 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. *Midi* reaction section indicates joint 1 1111111111.06.1 n= number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. __0 18.Use of green or treated lumber may pose unacceptable =� environmental,health or performance risks.Consult with Industry Standards: ANSI/TPI1: National Design Specification for Metal project engineer before use. 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 Bracin is not sufficient. s BCSI: Building Component Safety Information, M20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, 'T"�k� ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015 L(0 WS'SIJ RigetC0414 err ter, -. .. LEGEND: / s "".,�„°,� s 263.7 ss SANITARY SEWER Pacific \ � \ Community �, �` �. SD STORM DRAIN Design \'�' 2 —w WATER LINE�\ �� �►♦� �\ ®♦ 4 12564TigSW Main Street23 �. ` , ♦ MANHOLE T1 503_oR 9 8 s a ` ~� , ►I ♦♦ CATCH BAS I N �`ti.\ `N''', N.�, ' ` ,��'\ ♦♦ DATE: 06/06/2019 \ \ .... 0 \ \ a% s.„.7%. ♦ REVISIONS ti .,� .` 1,,,,. \ {,\\`' ,� ®♦® _relI J NO. DATE DESCRIPTION -ti STREET LIGHT N\ N. \ ��% —.4®9= - STRAW WATTLE PERIMETER �, ®i, EROSION CONTROL r 1 \. `� \ �_ `'' 11.63' �♦ " '`LC _275 it \ \ \ \ \ FLOW DIRECTION ARROW VED - I•� `�._ Q,� „ �`'.�;.._�. 17.67' ,� ; \`--2751 it \ '♦ 'r III STREET SECTION, SEE JUN 1 ®I \ DECK . "• °,'` �.. `.,.� ♦♦ 2019 277 ®I, 7 CONSTRUCTION DOCUMENTS CITY I � a �- � ��► OF TiGARD 278 _ ® \ , _ \ ,, ♦♦ BUILDING I -, \. \. `-BUILDING:4,.,�- .may --.. '�\e'�(2 �\ N. 264.5 " ., G DIVISION 2t9'" . �� ` • It, �r . I _ \7 - '``. ,� _ 34136 —4.,`` \ . \, ♦\ SETBACK SUMMARY FRONT SETBACK: 12' .-� ---- V l� '- �,+ ti ._. _226�-� `'ie 7` ~��c`,��� SIDE SETBACK: 3' _ -_2 / ® 5,572 SF �, .,-,,,�, ,,�♦\ STREET .:IDE SETBACK: 8' ,, 227 ' / I/ a- N N `-I4- `@� FRONT G;4RAGE SETBACK: 20' E \ __ _22 `l Si' - 1.00' [AVE �'� �/ � , ▪ ....,,,,.....1,,,-,�c�. FRONT PORCH SETBACK: 8' a ti / : Ni o REAR SETBACK: 15' 4.00' ~` � � REAR COVERED PATIO SETBACK: 10' o; GARAGE is,,,,,,,, ��� o ® PORCH �... ,,,,;. °oma 284 ( ( / eb i -..ce,~' ti `,-`% r � ' �f► 16.00' / 4co `'\� ',, LOT COVERAGE:" ~-<,,,"-;,13.72' \ �`\ RIVER / `.r . -` 20.01' / r N / \ . ...;._............._ ........ ......vim \ / \▪ ��' `,�`' ~`" LOT AREA: 5,572 SF W / - TiT I �- 10.4 ,' ?25 TERRACE N �/ --Lu ` �eloill•��� 14.64' 25.60' \ib yk- eBUILDING FOOTPRINT: 1,469 SFEAST NO. 2 � ` / Jam% " • ~'- - ;_t_..--- ,. -0 V �4 /,284.0_ — .1. __t'4-39.7, 11 s' COVERED PORCH: 150 SF N i1 ��a_ / .0 . A-_ `` 0` _; ' -�:--, --_ , -- j4 16. ` \ \ T / COVERED REAR PATIO: 0 SF ►._ \ - -�` \ \ �f� ?' CANTILEVER LIVING SPACE: 0 SF w / \ \;-_-..--= �t i ON " " 283.9 \,t " \ / LOT 226 Q - e� + ,\ `�/".\ \ / DECK AREA: 240 SF PLOT PLAN -7 • . SANITARY LATERAL , / (1) JUNE SNOW DOGWOOD 1 t STORM LATERAL 41 ,�''' `t CORNUS CONTROVERSA / TOTAL COVERAGE: 1,859 SF `" !� .� WATER 'JUNE SNOW' 0 I : o /' 1 / METER _ � x_ -_ 33.4 % -- __ ,• ���,�,, -- ., - r IMPERVIOUS AREA: 3,031 SF If },� , ,,1-�� " SW BIRDSONG STREET �~tN �.�'� • Q 1WI ,' `' CB POLYGON NORTHWEST (503) 221 -1920 CITY O� �� � � 0 ' Approved b la nine 0, 2 W PROJECT NO.: 4 /� Q TYPE: CONSTRUCTION O Date: SCALE REVIEWED BY: PRE V LOT 226, R-4.5 (PD), STANDARD initials' 1O 20 RIVER TERRACE EAST NO.2 �.ry "~. 16528 SW BIRDSONG STREET No_ , INCH=2°FEET z _._ I ....6.,-..........;,.., i •�•••••• ••••• •••••••••.••• quarlryenglneereaV/000pfo0ucrsrorrvoovsoun0er '°""s°°"""- M , These plans and the designs are copyrighted under Federal Law by Pacific Lumber Company 2014. The plans may not be re-used or copied,in whole or part,without written permission from Pacific Lumber R I GI DLAM LVL RI GI D RI M ^ =7X.:..w /II I' ��i Company,which retains copyrights to,and ownership of the plans.use of these plans by any other nig ,« ,"» product supplier other than Pacific Lumber Company Is strictly prohibited.Unauthorized use or aotrauev FOREST eaoouen warriem soaesr AROaI/cI3 �/ 10EAKF.SARCABLOCKS copying of these plans,Infringes rights under the Copyright ACL Infringes face Ilabilities that Include '� `` BELCH To POST ABOVE. penalties of up to 520,000 per work infringed,and S100,000 per work infringed willfully. \ /IjM!i BR PI Jots!' ».,, I� ` CONTRACTOR NOTES: DES/6N NOTES: ,,.-,.,,, 1)VERIFY ALL FRAMING CONDITIONS THIS FLOOR SYSTEM WAS 2)ALL FOOTINGS PER DESIGNER'S PLAN DESIGNED TO MEET OR .w,".��o-�. .. (UNLESS NOTED OTHERWISE) EXCEED THE LIVE LOAD 3)ALL BEAMS PER DESIGNER'S PLAN DEFLECTION CRITERIA RPM-BLOCKING PANELS WITH BEARING WALL ABOVE POST LOAD TRANSFER DETAIL (UNLESS NOTED OTHERWISE) OF L/450 NTS. N.T.S. 4)USE CAUTION WHEN CUTTING FOR PLUMBING FLOOR LOAD(ND 5)PROVIDE PROPER SUPPORT AT ALL 12psf DEADVA LOADOD SHEARWALLS 12psf r SLEEP/N6 AREAS: Tl5(SAPLACEMENTPLANONLY. sF • N- - 30p5f LIVE LOAD This layout is to be used in con junction with 1 2psf DEAD LOAD Architectural/Structural plans.Verify all shear wall blocking placement and connectors. ROOF LOADING: PATIO ---1 I ---, PATIO Ourchaser responsible for approving this 25psf LIVE LOAD ayout prior to any construction. 1 Tpsf DEAD LOAD I I I I R1 I R1 R1 R1._._./ • 1 0.-3" I 1D-6' ---13'-3" - I 34'-O" _ " 1... J2 _.._. ,--J2 • II J2 II =- � -J2 Ii III�I _ -. ,J2 __.- , SII II J2 II --- __ — '. -2 IJ ___- I I I J2 I ..„-J2 I PL 15-400(MAIN) 4 J2 II _ . POLYGON 3413ABD(NEFI) I. Mrk• Material Width Depth Grade Oty Gut Lth Tot Lth J2 - - f - --- - li —-- J61 E3LKG RFPI-20 3/4 9 1/2 20 3 60 IR. 1 - ___ _ NW: 21..J2 J 1 1 R 1 058 Rim 9 1/2 9 16 144 J_I 1 J2 J I 1 - I -- J 1 RFPI-20 3/4 9 1/2 12 14 165 J2 I J2 _ J2 RFPI-20 3/4 9 1/2 16 34 544 J3 RFPI-20 3/4 9 1/2 5 6 30 II J2 I.J. • = -I� --J2 -= • - J4 RFPI-20 3/4 9 1/2 2 2 4 I. J5 RFPI-20 3/4 9 1/2 1 32 32 J2 I _ - -42 El RigIdLam LVL 3/4 9 1/2 1.5E 3 14 42 I I �I B2 BIG BEAM 3 1/2 9 1/2 2.15 6 6 J2 J2 I J U ___ I�� Acaeeeorlee • J2 O 0 J2 I _- V•11 ITH01 1950-or-1779.5 5 21 :1 ,�, __-- _.- yR 1 R 1 _._ B t I� � `.-- J2 B1 L O O I J5 . r Ja n fv J i' ® CONFORMS TO DESIGN CONCEPT "I B t ��. J1 JL JL O O JL JL 61 R ❑ B 1 ® LL LL J t® B1 CONFORMS TO DESIGN CONCEPT WITH J 1 u_ — J 1 - REVISIONS AS SHOWN NON-CONFORMING-REVISE AND RESUBMIT JI n N. LI=-- J1 THIS SHOP DRAWING HAS BEEN REVISED FOR GENERAL CONFORMANCE J1 cr P = J1 - - - WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE J 1 _ -11 DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY OVER THIS SHOP DRAWING. R 1 J1 • s J1 _ 1 By: Arnold R.Solomon Date:December 3,2015 J1 -- J1 CT ENGINEERING INC J1 J1 E COMM.TOCOMM N CO JI — J1 ❑E son 011IaNOTED ON CONCEPT vd. XON -BENNE a NEWWN J1 =- J1 Date 8/12/15 J1 j1 =- J' - MILBRANDT ARCHITECTS 5 3S .i1 - Jg2 F _. I J5 J3 / I I J 1 J3 j II J3 ,'`••J' I , I J3(.4- I _ Jr i! J3_ '4 - 1J3 /1I IMPORTANT/ I REFERENCE INSTALLATION \ START START / GUIDE FOR ALL FRAMING FRAMING FRAMING I DETAILS AND I-JOIST INFORMATION PORCH HERE HERE PORCH LEGEND: PaciflL .umber • .0_.® HANGER CALLOUT -SUPPORTING POST & TRUSS COMPANY • -POST LOAD ABOVE R -RIMBOARD 10515 SW ALLEN BLVD BEAVERTON.OREGON 97005 (503)353-9663 LB -LVL BLOCKING PLAN DESCRIPTION/NUMBER: 34 1 3 ASP(NEW) JB -JOIST BLOCKING CUSTOMER: POLYGON -/ -JOIST CALLOUT PLAN DATED: 11/23/15 B -BEAM(FLUSH w/JOIST) I JOIST LAYOUT DESIGNER: KAM/L.NENDER50N DATE: 1 1/21/15 NPR -HEADER(BEAM BELOW JOIST) MAIN FLOOR JOS L OU 1550-BEAM BY OTHERS SCALE: 1/4”- 1'-0" L 1 5-400 (MAIN) SHEET: 1 of 2 POLYGON 14"OPEN WEB JOIST @ 19.2"O.C. 3413 BD(NEW) PL15-399 UPPER 1127/2015 MOVE JOISTS +1— 4" TO AVOID PLUMBING JProducts $ $ PIotID Length Product Plies Net Qty V CT g-08-00 START FRAMING HERE Q 1" ����� `f RM1 42-00-00 x 14"APA Rim Board 1 1 I RMI 34-00-00 1"x 14"APA Rim Board 1 1 moil _I RMI 22-00-00 1"x 14"APA Rim Board 1 1 HVAC RUN' a ® CONFORMS TO DESIGN CONCEPT I `_"` 1 F RM1 8-00-00 1"x 14"APA Rim Board 1 1 CONFORMS TO DESIGN CONCEPT WITH ..� j RM1 7-00-00 1"x 14"APA Rim Board 1 1 p I ❑ I I j ' RMI 3-00-00 1"x 14"APA Rim Board 1 2 REVISIONS AS SHOWN 1 ❑ NON CONFORMING REVISE AND RESUBMIT ' BM5 22-00-00 1.5 RigidLam LVL 1-3/4 x 14 1 3 THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE " �� BK1 21-00-00 1.5 RigidLam LVL 1-3/4 x 14 1 2 �ti �� �i �I WITH THE DESIGN CONCEPT ONLY ABS DOES NOT RELIEVE THE 1 ',! 1 1 BM4 14-00-00 1.5 RigidLam LVL 1-3/4 x 14 1 1 FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE1 ' , BM16 13-00-00 1.5 RigidLam LVL 1-3/4 x 14 1 1 DESIGN DRAWINGS MD SPECIFICATIONS ALL OF WHICH HAVE PRIORITY N N 1 N N N N If?, N N- in de I 1 BM6 7-00-00 1.5 RigidLam LVL 1-3/4 x 14 1 3 OVER THIS SHOP DRAWING. LL 'LL it LL lii LL ,LL N LL LL N LL G G V) 8 '8 ' 8 8 N -- BK1 6-00-00 1.5 RigidLam LVL 1-3/4 x 14 1 1 LL If LL ,IG O O U ';O O O i3 By: Arnold R. Solomon Date:December 3, 2015 ! �LL '� °- '� C g CT ENGINEERING INC ( 1 CT 5-00-00 1.5 RigidLam LVL 1-3/4 x 14 1 1 , j 1 1 BM10 3-00-00 1.5 RigidLam LVL 1-3/4 x 14 1 1 TO DE9ON COMFIT I 1 BK1 2-00-00 1.5 RigidLam LVL 1-3/4 x 14 1 1 oNaNaa»W.«"a_.WE..R .. BM2 21-00-00 5-1/2 X 16 BIG BEAM 1 1 VFIX. � BM3 21-00-00 BBO1 1 1 ate" "" """ `) 4' BM1 15-00-00 5-1/2 X 14 BIG BEAM 1 1 By No.NM D". amu" ( MILBRANDT Aa(HITECTS I ' M'II 1 -OA 1 p K o. 11-05-13 — j I j , I I { A « j a-05-14 iiii * ACCESSORIES QTY — BN1..., a r 0 TH017140-2 44 1 I, © HUCQ1.81/1l 5 IHVAC RUN, !�, I HVAC) 1x14 OSB RIM FOR SHEAR BLOCKING 25' BK1.BLOCKING Nap C [ p �} aa RMI.RIM BOARD 40 LL LL LL O IOL ,LL LL LLK LL 0 LL LL .'GAL LL co O O O ,— 15 15 DL 1 LL LL LL REFER TO STRUCTURAL PLAN FOR ADDITIONAL j n 0 POST TRANSFER BLOCKING 2; AND SHEAR BLOCKING REQUIREMENTS. `. SHEAR BLOCKING PLACEMENT PER STRUCTURAL PLAN , r SHADED HVAC DIAGRAM ON LAYOUT IS A GENERAL GUIDE ONLY.1 1 _ FLOOR DESIGNED TO MEET OR EXCE DE CRITERIA 1 � � 1 BK ED U480 FLECTION R K1 L j ,; ! o i.:. ''' r LM s cA,�-0£g1 a s 1 !A -.- -. -. ----.---._ BM] 1 14 � M1I MB —� �Q B T Pacif umber q -- STMTFRAMING HERE_ 8a TRUSS COMPANY DO NOT: Loosen,remove,cut or notch any part of the open web joist. JOIST WITH RIM SCALE: 1/4"-1'-O"on 24"x36"SHEET 1 — — SHEET 2 OF 2 tv5T2_01c1- rov (29-28 ;; J 13t12.0SoN-4 CT ENGINEERING 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) asolomon(c ctengi neering.com BULLETIN Date: July 10,2019 Number: CT-58 Project#: 15238 Project Name: RT, SR, BCF, Villebois Attached: CT-58.1 to CT-58.9 Subject: Plans 3, 5,3210,3410, 3413, 4063, 6065—Optional Decks Drawings Affected: Description/Action: This bulletin provides response to RFI, design clarifications and/or variation requests for the `River Terrace, Sunset Ridge, Bethany Creek Falls & Polygon at Villebois' projects located in Oregon. Per attached pages, see optional deck framing layout for the plan types specified above as requested by Polygon. PR / (,) 3131N14.1S:0 W ^' gREGoNA 2, 2 07/10/2019 CALL WITH ANY QUESTIONS Issued by: Arnold R. Solomon Date: July 10, 2019 Distribution: Contact Information: Paul McColm Polygon Northwest Company Frank Sandoval Polygon Northwest Company David Burnett Milbrandt Architects R:\15238 River Terrace SF\Bulletins\15238_2019.07.10_CT58_Plans 3, 5,3210, 3410,3413,4063,6065-Optional Decks.doc Structural Engineers CT-58 BULLETIN CT-58.5 30'-0" 4Y4" f 7'-37/8„ 7'-37/8. T-37/8" 7'-37/8„ 4�4" tr 't 2x10 TRIM OVR P.T. 6x6 PT I. 10 2x8 RIM TYP. SIDES POST TYP r � rte rt-I r+�l _ \ A-4 • I Im-+- s+ +- i-Iti- I LI_J P.T.4x8 HDR P.T. 4x8 HDRL—J P.T.4x8 HDR P.T.4x8 HDR `I/J � P.T. 1x6 ♦ ANTYP ♦ \ DIAGONAL BRACE / 18"x18"x10" 0 8 -aiL 34,-0" ♦ FTG /(2)#4 60 ' A-4 • 11'-11Y2" _ .�` 15'-6%" ♦ , BOT EW TYP CO p l� MST48 ( A N FLR MST48 (MAIN FLR •3 A-4. P3 WALL TO PONY WALL) 2x10 LEDGER -• y WALL TO PONY STHD1L (PONY WALL — . • • : A STHD14 LONY WALL TO Fp TO FDN .� wommemommi STEP FD'i I p F--- f— aZ__r'--- — —En-1—� -113/4" 1 STEP FDN WALL P3R I i a MST48 (MAIN _R WALL TOI ALL PER 5/56.0 TO I I g 3&4 , 0 I I 5/S6.0 TO MEET GRADE P o D1 D1 I I MEET GRADE STHD14(PONY�vVALL TO FDN) I I II I rip I 3413 FOUNDATION PLAN 3/16" = 1'-0" • CT-58 BULLETIN CT-58.8 MANUFACTURED RAIL SYSTEM AND SEE ARCHITECTURAL CONNECTION DESIGN FOR ALL FLASHING DETAILS I BY OTHERS JOISTS PER PLAN P.T. 1X6 DIAGONAL BRACE W/ (3) 8d EA. JST. • NMI 111150." 1119 -7-46115116 MOW" ■ A 011111 41, L 1I ,f; N " JOIST BLOCKING (2) 0.228" DIA. LedgerLok TRIM RE:ARCH. FASTENERS WI 2" MIN. PENETRATION TO RIM AT 24" O.C. STAGGERED PT 2X LEDGER PER PLAN i BEAM PER PLAN BEAM TO POST W/ PC PROVIDE DTT2Z ASSY. AT NOTE: POST CAP 16 FEET MAX O.C. LedgerLok Fasteners shall LOCATE ASS'Y. WITHIN 4 be per ICC ESR-1078 FEET OF EACH END OF DECK SCALE: 3/4" = 1'-0" TYPICAL DEC< FRAMING CT-58 BULLETIN CT-58.9 HOLDOWN PER PLAN (STHD SHOWN) _ MST STRAP PER PLAN AT INSIDE FACE OF STUDS z \ SEE 5/S6.0 AND BEARING WALL FINISH GRADE •, SCHEDULE NOTE #6. TAMILMffiffill ill CDO a j \ \ \ '-:---1111111111E'-1 I 1 I 1 I I I I 8" / 1,-4„ / SCALE: 3/4" = 1'-0" HOLDOWN AT EXTERIOR PONY WALL a A LOW ROOF A9 REMOVED / 34'-0" 12'-6" 5'-11/2" 15'-6/ / / / / 3'-8/" 8'_9/° T-8�4" T-101/4" / / / / y / Q 5- -6 F I 12 F SFTY GLZ 1 D2 - - . . . 7-0 s p xox x .p=1=11=., N t N 411 6 S H P —� EGRESS n •• N-\-�t w ° 5'-6" TUB 6 SHOWE a w W I C I– TREY CEILING 1 �`" , 24" B � I 1 DUAL I I TILE PLATFORM TOWEL I 0 @ +21" A.F.F. HOOK N , 1 �I 3413 UPPER LEVEL PLAN 3/16" = 1'-0" 30'-0" / 44. 7._37A" 7._37/8" 71.377/8" 71_37/8 / 4/4" /� I I I 10 I A- . -- ❑ ❑ ❑ , `❑\ A A9 Deck 34'-0" o \ 7.-11%2" 8'-27„ 4'-8 2I 41 91, 4.-9" : -7" t 9I. 1. 1' 1' ,. 8 1 1 A-4. I \ A-4. . .r 1 , 1 6-0 5L0 SL i 2-J 5-0 6-0 5-0 F 2-9 5-0 H ' ` ` • o I • Q D2 � D2 N —J ,E,______—.- Ln r:, dl U 3413 MAIN LEVEL PLAN 3/16" = 1'-0" 4 LOW ROOF 8 \ 59.0 REMOVED P3J 8 P3 S1.2 // STHD14R 51.2 `� STHD14RJ I- -1 ;, .--r=107.= _ _ i-(2)2x10 HDR 4x10 HDR O 10 HDR STHD14RJ STHD14RJ 2 2x �x ;^ _ --moi---- --�-- , . I I --- - 1 It-- 1_ 2)-2x10_KR --- LI II�=---1 I I� o ——J I ° I I = X o I FIXTURES ABOVE CI) I Pr UPPER LEVEL FLOOR FRAMING 341 3 MAIN LEVEL SHEAR WALLS 3/16" = 1'-0" 30'-0" 4/4" f 7'_37/8" T-37/8" 7.-37/3" T-3/8" 4/44/4" se 2x10 TRIM OVVR P.T. 6x6 PT �0'\ ` rIlk _ r+ _ r r �f 2x8 RIM TY�.�t1 SIDES POST TYP,__ A4. I 114- 7).T. -I -h -- = ilk-1- I LI- 4x8 HDR P.T. 4x8 HDR L-J P.T.4x8 HDRP.T.4x8 HDR .•••=1__I / 1 ♦ P.T. 1x6 ♦ AB TTYP ♦ ` DIAGONAL BRACE / 18"x18"x10" b 8 34.-0" ♦ FTG /(2)#4 A-4 ♦ 11'-117" o . _; 15'-6/" 1 BOT EW TYP MST48 (MAIN FLR Iell �G O, A 4. / j Cp3JMST48 ( A N FLR WALL TO PONY WALL) -.moi 12x10 LEDGER I y //// WALL TO PONY LL) ♦ L _ A STHD14 (PONY WALL TO F I ti STHD1L (PONY WALL -� -r - ti _• TO FDN f �° �� 0 ` i f - - Tcr STEP FD I 2 T_- -1 STEP FDN 7 -113a" WALL PER I i Q MST48 (MAIN P_R WALL TO iinh I ALL PER � 7 I 5/56.0 TO 5/S6.0 10 I 3&4 POT WALL).- D1 I MEET GRADE-I--4 o I STHD14(PONYVVALL TO FDN) MEET GRADE `17\, _r_411- - - Er I I 3413 FOUNDATION PLAN 3/16" = 1'-0" PROJECT NAME: Polygon Single Family (RT, SR, BCF, Villebois) ARCH. JOB NO.: 1503, 1430, 1403, 1517 BULLETIN DATE: 05-23-19 SCALE: 3/16" = 1-0" PAGE: PREPARED BY: Sue Vanasouk REF. SHEETS: A3, A6, A7 MA-GEN4,18 This bulletin is a stand-alone document. Referenced sheets posted at online plan center have NOT been updated typically. GUARDRA L a EXTERIOR OPEN CEDAR DECKING m r 1 %I11/�ji//l%///�o1&�1%//�TA ! P.T.2x8 P.T.2x8 JSTS AT 16" 2x10 FASCIA 011IRIM. O.C. / TA HEADER PER STURCTURAL PER PLAN GUARDRAILS ARE A DEFERRED SUBMITTAL.GUARDRAILS AND CONNECTIONS SHALL BE SMOOTH HARDIPANEL 11 DESIGNED FOR A LATERAL 6x6 P.T. POST --. LOAD OF 20 PLF. TOP SI CTION Ys"x1Y"CORNER TRIM 6x6 P.T. POST o p SMOOTH HARDIPANEL OR 6x6 P.T. POST BASE(PLAN WITH ABU BASE SEE S SHEETS FOR SMOOTH HARDIPANEL STRUCTURAL INFORMATION ° ° il'-nnn =n-A- BASE SECTION 1 0 REAR PATIO/DECK COLUMN 1" = 1'-0" 3 r 1 ElSWING DOOR AT SIM COND, INSTALL -. . AND FLASH PER MANUF.INSTRUCTIONS. II METAL"Z" FLASHING W/DRIP /// Jri EDGE, PRIMED AND PAINTED COMPOSITE SPACED DECKING yl -_. ►- r N SEE STRUC. FOR _ -1 CONNECTION DETAILS _____, ____:, _ J 2x8 P.T.JOIST FRAMING PER STRUCT. HANGER PER STRUCT. 2 RIM BOARD PER STRUCT. —J • LAP OUTER LAYER OF BUILDING PAPER OVER FLASHING.INNER LAYER RUNS BEHIND SIDING. P.T.2x10 LEDGER, PER STRUCT. 26 P.T. PLYWOOD FUR STRIPS • Y2"x 1Yz"-2"AT EVERY LAG. 2 6METAL FLASHING C- TL SIDING, PER ELEVATIONS U 9 LEDGER AT SPACED DECKING 3" = 1'-0" SECTION I'...:--f FLOOR FRAMING4 ! PER STRUCTURAL I -..i-iiii 11111111 I p.... 2x6 PT PLATE 0.11.---",4 CRAWL SPACE . ,k z t• > L.) cc � � a III-III-III I J 1 I- rr' > Q w it V > _ a I— LL i db 1— W 4" PERF. - a I a =1 = DRAIN ,10 ° L.t.r a I max• • d a j VAPOR BARRIER 4 SEE S SHEETS FOR �� II I � STRUCTURAL INFORMATION I= E8 ) TYP. CRAWLSPACE FOOTING 3/4" = 1-o" SECTION PROJECT NAME: Polygon Single Family (RT, SR, BCF, Villebois) ARCH.JOB NO.: 1503, 1430, 1403, 1517 BULLETIN DATE: 05-23-19 SCALE: As Indicated PAGE: PREPARED BY: Sue Vanasouk REF. SHEETS: D3 MA-GEN4,1 This bulletin is a stand-alone document. Referenced sheets posted at online plan center have NOT been updated typically. RECEIVED JUL 1 b 2019 CITY OF FIGARD BUILDING DIVISION Ain Z.:qv C) Bulletin MILBRANDT AR(HITE(TS Bulletin#: MA-GEN 4 Date: 06-05-19 ATTACHMENTS: MA-GEN 4 River Terrace(All Areas),Bethany Creek Falls(All Areas), Job Name: Villebois(All Areas) Job No: 1430,1503,1517 In this bulletin,the single family plans 3,5,3210,3410,3413,4063,and 6065 have been revised to have a full width deck at the rear of the house.Heights of the deck from the ground vary per site condition.Three additional details have been created for these decks. Distribution Job Site Paul McColm Client Paul McColm Tonja Morris Angela Grajewski Consultant Arne Soloman Rodney Storedahl Architect David Burnett Sue Vanasouk Anna Thompson 25 CENTRAL WAY SUITE 210 : KIRKLAND, WA 98033 : 425.454.7130 : WWW.MILBRANDTARCH.COM I�1�T2 tag—cc 2L-j bfesv2Z S iJ t3ta-Zso,Sei S ' CT ENGINEERINGE INC AUG 1.X2019 180 Nickerson St. Suite 302 Seattle,WA 98109 B4JIt.la �eC',f ;`` N (206)285-4512(V) (206)285-0618(F) asolomon2ctengineering.corn BULLETIN Date: July 10, 2019 Number: CT-58 Project#: 15238 Project Name: RT, SR,BCF, Villebois Attached: CT-58.1 to CT-58.9 Subject: Plans 3, 5, 3210, 3410,3413, 4063, 6065—Optional Decks Drawings Affected: Description/Action: This bulletin provides response to RFI, design clarifications and/or variation requests for the `River Terrace, Sunset Ridge, Bethany Creek Falls & Polygon at Villebois' projects located in Oregon. Per attached pages, see optional deck framing layout for the plan types specified above as requested by Polygon. c PRC% F. G I N E, 60 f4113: IREGONA, 07/10/2019 CALL WITH ANY QUESTIONS Issued by: Arnold R. Solomon Date: July 10, 2019 Distribution: Contact Information: Paul McColm Polygon Northwest Company Frank Sandoval Polygon Northwest Company David Burnett Milbrandt Architects R115238 River Terrace SF\Bulletins\15238_2019.07.10_CT58_Plans 3, 5, 3210, 3410,3413,4063,6065-Optional Decks.doc Structural Engineers CT-58 BULLETIN CT-58.5 30'-0" 4y4" 1. 7'-3/8" 7'_377, 7'-37/" 7'-37/" 4�4„ �� 2x10 TRIM OAR P.T. 6x6 PT * 10 r _ _ r+ _ s r t��2x8 RIM TY�. AL L SIDES POST TYP = TT �� ' A-4. I (�=-F- -I -� —�=-I— j7k-1- 1L�—J P.T.4x8HDR P.T.4x8 HDRL—�P.T.4x8 HDRP.T.4x8 HDR �J I ♦ P.T.1x6 ♦ AB�ITYP DIAGONAL BRACE / 18"x18"x10" 0 / �j 34'-0" ♦ FTG /(2)#4 Co \ A 4 # 11'-111" ` - _.�� 15'-6%" \ BOT EW TYP i00 p�a MST48 ( A N FLR MST48 (MAIN FLR ' i = ` A 4• y WALL TO PONY WALL TO PONY WALL) 2x10 LEDGER E • 0 STHD1L (PONY WALL - . -r (P STHD14 ONY WALL TO Ft a; TO FDN M�� ,� m� ` ` STEP FD Ir o - E ,----F -113'4" 1 STEP FDN WALL P3R I i Q ' MST48 (MAIN R WALL TO 1 17° I ALL PER 5/S6.0 TO I I 3&4I - 1 5/S6.0 TO MEET GRADE o D1 PONY WALL) Dl I I MEET GRADE STHD14(PONY' ALL TO FDN) I I IT I 341 3 FOUNDATION PLAN 3/16" = 1'-0" CT-58 BULLETIN CT-58.9 ___--„ HOLDOWN PER PLAN -- (STHD SHOWN) \\\: MST STRAP PER PLAN AT INSIDE FACE OF STUDS FINISH GRADE ��'. SEE 5/S6.0 AND BEARING WALL I. SCHEDULE NOTE #6. ,iillI 11111111111111 '11E1114; 41. . . illi . •I. • i \ 8" / / SCALE: 3/4" = 1'-0" HOLDOWN AT EXTERIOR PONY WALL CT-58 BULLETIN CT-58.8 MANUFACTURED RAIL SYSTEM AND SEE ARCHITECTURAL CONNECTION DESIGN FOR ALL FLASHING DETAILS BY OTHERS JOISTS PER PLAN P.T. 1X6 DIAGONAL BRACE W/ (3) 8d EA. JST. III N il ,g r ri rr r it sp 4.14: _..,...amag , ,1_1_1 1.1 =...mir., • ---1. 111‘1.. ' 1 Airfl N JOIST BLOCKING (2) 0.228" DIA. LedgerLok TRIM RE:ARCH. FASTENERS W/ 2" MIN. I PENETRATION TO RIM AT 24" O.C. STAGGERED PT 2X LEDGER PER PLAN I BEAM PERPLAN BEAM TOOPOST W/ PC PROVIDE DTT2Z ASS'Y. AT NOTE: J- POST CAP 16 FEET MAX O.C. LedgerLok Fasteners shall LOCATE ASS'Y. WITHIN 4 be per ICC ESR-1078 FEET OF EACH END OF DECK SCALE: 3/4" = 1'-0" TYPICAL DEC< FRAVI\G 9 c'9 IS Stki PS®A➢%t GUARDRA L EXTERIOR OPEN CEDAR DECKING ,Vit 6%1!//WIMP.MIME"/////l"//v "//ii Mpr! P.T.2x8 P.T.2x8 JSTS AT 16" 2x10 FASCIA dil RIM O.C. /� TA HEADER PER STURCTURAL PER PLAN GUARDRAILS ARE A DEFERRED SUBMITTAL.GUARDRAILS AND CONNECTIONS SHALL BE SMOOTH HARDIPANEL w DESIGNED FOR A LATERAL 6x6 P.T. POST --= LOAD OF 20 PLF. TOP SI CTION "x1Y" CORNER TRIM 6x6 P.T. POST 11/101111 SMOOTH HARDIPANEL 6x6 P.T. POST BASE'PLAN WITH ABU BASE - • SEE S SHEETS FOR SMOOTH HARDIPANEL . STRUCTURAL INFORMATION I — -- 1II Ire-1I 11=11F711= BASE SECTION U 0ii REAR PATIO/DECK COLUMN ElSWING DOOR AT SIM COND, INSTALL PLSLI AND FLASH PER MANUF. INSTRUCTIONS. Ir r� METAL"Z" FLASHING W/DRIP / &/ , 10 EDGE, PRIMED AND PAINTED IF COMPOSITE SPACED DECKING 1r SEE STRUC. FOR _ _ 7 CONNECTION DETAILS J r 2x8 P.T.JOIST FRAMING PER STRUCT. HANGER PER STRUCT. \ —— ——i - --I - RIM BOARD PER STRUCT. LAP OUTER LAYER OF BUILDING )\_ .k_ 1 \ PAPER OVER FLASHING. INNER LAYER RUNS BEHIND SIDING. P.T.2x10 LEDGER, PER STRUCT. 2P.T. PLYWOD FUR STRIPS • ''-''N , Yz"x 1Yz" 2O"AT EVERY LAG. 6 METAL FLASHING SIDING, PER ELEVATIONS 9 LEDGER AT SPACED DECKING 3" = 1'-o" SECTION Ia► FLOOR FRAMING I PER STRUCTURAL I saamagirdrei 4111111111111111 MAA I I 2x6 PT PLATE ira CRAWL SPACE 1 ,k Z i• > L, ILU co 4 wa ^ —1 -1 IIIIa J w 2 II N I oc i_ LU = Ia a w 4" PERF. - I 4 I DRAIN • ��. • : • a I VAPOR BARRIER SEE S SHEETS FOR •i a i l�_II' STRUCTURAL INFORMATION 8 TYP. CRAWLSPACE FOOTING 3/4" = I-0" SECTION PROJECT NAME: Polygon Single Family (RT, SR, BCF, Villebois) ARCH. JOB NO.: 1503, 1430, 1403, 1517 BULLETIN DATE: 05-23-19 SCALE: As Indicated PAGE: PREPARED BY: Sue Vanasouk REF. SHEETS: D3 MA-GEN4,1 This bulletin is a stand-alone document. Referenced sheets posted at online plan center have NOT been updated typically. Bulletin MILBRANDT AR(HITE(TS 111__ Bulletin#: MA-GEN 4 Date: 06-05-19 ATTACHMENTS: MA-GEN 4 River Terrace(All Areas),Bethany Creek Falls(All Areas), Job Name: Villebois(All Areas) Job No: 1430,1503, 1517 In this bulletin,the single family plans 3,5,3210,3410,3413,4063,and 6065 have been revised to have a full width deck at the rear of the house.Heights of the deck from the ground vary per site condition.Three additional details have been created for these decks. Distribution Job Site Paul McColm Client Paul McColm Tonja Morris Angela Grajewski Consultant Arne Soloman Rodney Storedahl Architect David Burnett Sue Vanasouk Anna Thompson 25 CENTRAL WAY SUITE 210 : KIRKLAND, WA 98033 : 425.454.7130 : WWW.MILBRANDTARCH.COM A I LOW ROOF A9 REMOVED 34'-0" ' ' 12'-6" 5'-112" 15'-62" ' 3,_83/2 8'-9Y2" T-84" 7'-10"4" 12 5-1 -6 F -Q SFTY GLZ7-0 5- XOX D2 • ' ' S & P . -EGRESS -/ •• `1 T 1:Q c 4g3" 6' N- o N ° 5'-6" TUB 6, SHOWE CEILING W. . . 24 B IC " DUAL TILE PLATFORM TOWEL `-±' 0 @ +21" A.F.F. HOOK 7, I � N --I I N - 3413 UPPER LEVEL PLAN 3/16" = 1'-0" 30'-0" ' / 444" 7'-37/8 7'-3/ 7'-37/8„ 7'-37/8„ 44 I A- . — ❑ ❑ ❑ ❑ `o1) A A9 Deck 34'-0" o 7'-112" 8'-27A" 4'-8Y2" 4'-9" 4'-9„ 31-7„ ' 8 I 9I jr 1 ' iI I I A-4. L A-4. 6-0 5 0 SL2- 5-Oj�FT`'.". ".'"....1-- 1-1h5-°k 6-0 5-0 F 2-6J 5-0§H I I 0 1 I d ® N N U 3413 MAIN LEVEL PLAN 3/16" = 1'-0" LOW ROOF 8 \ S9.0 REMOVED 8 ® P3 ) P3 STHD14R® STHD14RJ STHD14RJ STHD14RJ ' (2)2x10 HDR 4x10 HDR (2)2x10 HDR f__I - H - t _ - --' 1I-- - - if(*-- 7 -- )2_(2x]9 QR — _LI (� — - L I L _J I ° I 1I I [L •\,_ i c) L`I FIXTURES ofX ABOVE UPPER LEVEL FLOOR FRAMING 3413 MAIN LEVEL SHEAR WALLS 3/16" = 1-0" 30'-0" 4X4" f 7'-37/8• 7'-37/ 7'-37/8„ 7'-374" 4Y4" /.1. I. 2x10 TRIM OAR P.T. 6x6 PT 1. 10 2x8 RIM TYFEA3Lii SIDES POST TYP LI—J P.T. 4x8 HDR P.T. 4x8 HDR t__J P.T.4x8 HDR }C _.�I� P.T. 4x8 HDR -..I/J I ♦ P.T. 1x6 / ABL 6 TYP DIAGONAL BRACE / 18"x18"x10" 0 8 / \ - 34'-0" ♦ FTG /(2)#4 Co \ A-4 11'-112" _ - _; 15'-6Y2" ' I BOT EW TYP ( co 9 MST48 ( A N FLR MST48 MAIN FLR •3 A-4. P3 WALL TO PONY WALL) 112x10 LEDGER }' WALL TO PONY '2 STHD1� (PONY WALL — . L • _ A STHD14 LONY WALL TO F1' *1-1 TO FDN r�� ����11«M„ N. 1 r--- r 2y Zs--- _ ,-2s —7 STEP FDN STEP FD's - I i� —2Ya —1134" ^' WALL PER I i MST48 (MAIN ` R WALL TO I .Z I ALL PER 5/S6.0 TO I 3&4 .. A d I I 5/56.0 TO MEET GRADE I I o D1 STHD14 (PONY ALL TO FDN) vi I MEET GRADE n I I 17 ,,___47._ - -1--_ T1 I I 3413 FOUNDATION PLAN 3/16" = 1'-0" PROJECT NAME: Polygon Single Family (RT, SR, BCF,Villebois) ARCH. JOB NO.: 1503, 1430, 1403, 1517 BULLETIN DATE: 05-23-19 SCALE: 3/16" = 1-0" PAGE: PREPARED BY: Sue Vanasouk REF. SHEETS: A3, A6, A7 MA-GEN4,18 This bulletin is a stand-alone document. Referenced sheets posted at online plan center have NOT been updated typically. LOW ROOF REMOVED D3 D3 —I IDS - L R1 R1 R1 3413 ROOF PLAN 3/16" = 1'-0" (13 M 1ST F.F. II I IILi - LA LLI 3413 REAR ELEVATION 8 10 MA 4.1 3/16" = 1'-0" A-4. TOP OF PLATE 1 U,, 1 _ x -- 14 D2 2ND F.F. - - --- - - - M 1ST F.F. LU % /-•-• z -- z LU a o wz 1 I ° I I > _ _ T8 10 \ A-4. A4. 3413 KITCHEN/DINING SIDE ELEVATION 3/16" = 1'-0" PROJECT NAME: Polygon Single Family (RT, SR, BCF, Villebois) ARCH. JOB NO.: 1503, 1430, 1403, 1517 BULLETIN DATE: 05-23-19 SCALE: 3/16" = 1-0" PAGE: PREPARED BY: Sue Vanasouk REF. SHEETS: A3, A6, A7 MA-GEN4,19 This bulletin is a stand-alone document. Referenced sheets posted at online plan center have NOT been updated typically. vttfizon- 002.411 PRp, / l@253 sVJ 512 DSO Ci 'T CT ENGINEERING � ' 60 i , INC ' � 4 W 180 Nickerson St. AUG La 2019 11 Suite 302 Q�� ^� SREG��N�. Seattle,WA 98109 � �® Lare 2 2 " <" (206)285-4512(V) BUrLDii". :i, . .�; ��ES T �� c (206)285-0618(F) 08/08/2019 asolomon@ctengineering.com BULLETIN Date: August 8,2019 Number: CT-61 Project#: 15238 Project Name: River Terrace SF Attached: CT-61.1 to CT-61.7 Subject: Lot 226 (Plan 3413B)—Structural Revisions for Sloped Lot Drawings Affected: Description/Action: This bulletin provides response to RFI, design clarifications and/or variation requests for the `River Terrace SF' project located in Tigard, Oregon. Per attached plans and details, see structural revisions for 2-story residential home to accommodate sloped lot as outlined below— * CT-61.1: Due to sloped site conditions, the walls/pony walls on the garage and living side will be P6 shearwalls while the full height walls at the rear will be P3 shearwalls. * CT-61.2: Rear main level P3 shearwalls revised to show MST48 straps at each end. * CT-61.3: Newly-formed rear P3 crawlspace shearwall with STHD14 holdown straps. * CT-61.4: Concrete stem wall/footing for crawlspace stud walls. Note that the maximum crawlspace stud height is 8'-0" and that the differential height between exterior finish grade and the crawlspace soil elevation shall not exceed 2'-0". The maximum concrete stem wall height is 8'-0". Based on our review of the site plan, the stem wall height should not exceed this dimension. * CT-61.5: Deck framing detail. * CT-61.6: Deck post foundation detail. Note that the maximum deck post height is 8'-0". The height of the concrete plinth will vary based on site conditions. * CT-61.7: Deck bracing detail. Braces shall be applied to all deck posts. CALL WITH ANY QUESTIONS Issued by: Arnold R. Solomon Date: Aug. 8, 2019 Distribution: Contact Information: Paul McColm Polygon Northwest Company Frank Sandoval Polygon Northwest Company Tonja Morris Polygon Northwest Company David Burnett Milbrandt Architects R:\15238 River Terrace SF\Bulletins\15238_2019.08.08_CT61_Lot 226(Plan 3413B)-Structural Revisions for Sloped Lot.doc Structural Engineers Nickerson 180 Nickerson Srt. CT ENGINEERING • Suite 302 RIVER TERRACE - LOtc226 (PLAN 3413B) ,,,,t�. Seattle 98109 8109,WA Project: (206)285-4512 Client: Page Number: CT-61.1 (7;\()X6:)285-0618 — 7P3 4I4 moAtkunLL Ve-(W tifulA FLookiAecic '•. (fvLL L)u Iu OF Nom+i) N N P3 2L .'l B 8 Clt 114. 0 1,1:___ CJ r -4E0 _, O (� 1 c, El Lu ` , r /v i Iy 1 / 1 ailfLAGE / I 71 L —Pe Su emanu, 8e-oua MA-tt4 Ft.ock— ___ _LJ C STkEP C -' . f 1m W A L,t, Pt of b.o) Pali CH II 39138 CNAtt "Kock Fitmltoc/PomofTlnt.4 ?LAN ) au SO L� RIVER TERRACE - LOT 226 (PLAN 3413B) CT-61.2 /4 8 P3 \S9.) 8 P3 ® MST48 S12 MST48 MST48 MST48 (2)2x10 HDR 4x10 HDR (2)2x10 HDR I I _- .2x10 H�- i (2xiDi DR � �I L_-1 I11 ° III Il \- '! Io ii UPPER LEVEL FLOOR FRAMING 3413 B MAIN LEVEL SHEAR WALLS 3/16" = 1'-0" RIVER TERRACE - LOT 226 (PLAN 3413B) CT-61.3 30'-0" 444" f 7'-3/8" ' 7'-3/" ' 7'-37/" 7,-3/8" 4Y4" 2x10 TRIM OVVR P.T. 6x6 PT 10 2x8 RIM TY SIDES POST TYP � � rte ��� �� I-; A33. I Wim-- -I �- +®+- .171- I L I—J P.T. 4x8 H D P.T.4x8 H DR L—J P.T. 4x8 HDR P.T. 4x8 HDR `I/J � ♦ P.T. 1x6 ♦ ABI S�TYP ♦ ` DIAGONAL BRACE / 18"x18"x10" 8 1 / 34'-0" ♦ FIG /(2)#4 A-33. /♦ ccx' •` BOT EW TYP ♦ .\ N o 9 • STHD14 ~ n P3 s 1 A111111— x10 LEDGER a © ,VAI♦• STH r 4 , IIMNIMMilit. '7 Q I MITS PER STRUCTURAL 1 2 I 3&4 STHD14 I — o I D1 ' P1 I 7 �MAINIVEL FRAMING & 3413 B CRAWLSPACE SHEAR WALLS 3/16" = 1'-0" 180 Nickerson St. C T E N G I N E E R I N G Suite 302 I N C. Seattle,WA Project: RIVER TERRACE - LOT 226 (PLAN 34138) Date: 98109 (206)285-1512 FAX: Client: Page Number: CT-61.4 (2 6)28S-0618 STUD 3 Up' 0.C. Z 6.1E11..4 Coit 1.11 0.0.01.0 c _s ti ('`) o _. (m4r. r , ''11 G itn n IY= I • 3 eV 4i Li Vecr. c7 w I STD. it 00K ray �n l Ll) n IIa NC,xnern wpru.../rooTiNG ar GL u.,LJPfCE 3�►��� I I- 0 u RIVER TERRACE - LOT 226 (PLAN 3413B) CT-61.5 MANUFACTURED RAIL SYSTEM AND SEE ARCHITECTURAL CONNECTION DESIGN FOR ALL FLASHING DETAILS I BY OTHERS JOISTS PER PLAN P.T. 1X6 DIAGONAL BRACE W/ (3) 8d EA. JST. ' CV 1 X_ — o 1/1111111F Ai(21 JOIST BLOCKING (2) 0.228" DIA. LedgerLok 0 TRIM RE:ARCH. FASTENERS W/ 2" MIN. PENETRATION TO RIM AT 24" O.C. STAGGERED PT 2X LEDGER PER PLAN i BEAM PER PLAN BEAM TO POST W/ PC PROVIDE DTT2Z ASS'Y. AT NOTE: POST CAP 16 FEET MAX O.C. LedgerLok Fasteners shall LOCATE ASS'Y. WITHIN 4 be per ICC ESR-1078 FEET OF EACH END OF DECK SCALE: 3/4" = 1'-0" TYPICAL DECK FRAMING 180 Nickerson St. C T . E N G I N E E R I N G Suite 302 I N 0. Seattle,WA Project: RIVER TERRACE - LOT 226 (PLAN 3413B) Date: 98109 (206)285-4512 Client: Page Number: CT-61.6 (206)28540618 G ' " beCI: ?err V (i'L0` HAIL. 1-16161-11.) RRulob Poj r EArE ,1-d4Seau(wE (Olac► PLINTlJ —4 _00/ GtIftbtz _ a o0 ( 1�`y I. ki)414ED ToP 1 RoT v 0 12‘03‘c, 0 u)"9 L 0 ER.G0714.1I:R c c...3a L9 1'nihL) J a v e ley 1LO‘ 3s I CZ l `` y I.w. l 11-64 / I (fLSG.uARe 7.. 10c1)erP Fm. Dtc.K `Pon Fout©no N 3/q "- I I_ D" RIVER TERRACE - LOT 226 (PLAN 34138) CT-61.7 5/8" DIA X 6 1/2" LAG BOLT (CTRSNK) - (Tr) NOTE: PROVIDE BRACE ON ONE SIDE 4X6 BRACE (TYP) - ONLY AT END POST ONE BRACE AT END POSTS CONDITION. DECKING PER ARCH. 2x BLKG IM.INIilTWI II 111111111FTWINI S , ! I� CD I cV 5/8" DIA LAG BOLT OR -- 5/8" THRU BOLT (CTRSNK) ,1111• P.T. POST PER PLAN SCALE: 3/4" = 1'-0" DECK BRACING DETAIL MN-2-bier -c02.L-1 i 05213?Stuf DIIR4.SaEV4- . A LOW ROOF A9 REMOVED 34'-0" ' 12'-6" 5'-111/2" 15'-63" ' 3.-8Y2" 8'-9Y2", 7'-81/4" 7'-101/4" i i / i " 12 5- -6 F — I F T SFTY GLZ 7-0 5-p XOX D2 T 7 ♦ ♦ ♦ •• —I ♦ 1 S & P EGRESS N 483" 6' Ng-�-m-C w ° 5'-6" TUB 6, SHOWE r TREY CEILING i `^ J J 24" B W.i.C. °6 I I DUAL Y "—TILE PLATFORM TOWEL YI I ® @ +21" A.F.F. HOOK N 17 , ., _ 3413 B UPPER LEVEL PLAN 3/16" = 1'-0" 30'-0" 4Y4" ' 7'-37/8" T-37/8" 7'-37/8„ 7L374" 41/4 It f )(i 10 A-33. '�-- ❑ 0 0 0 `❑. A A9 Deck 34'-0" o \ 7'-11Y2" 8'-27/8" 4'-8Y2" 4'-9„ 4'-9 -7" A-33. A-33. 6-0 5 0 SL 2- 5-0 F?— 61 5-0 F 2- 5-0 SH moi, I ♦ I I — �..•-'t I I7 I I ® LL N —J • N p D2 T --`, N V U 3413B MAIN LEVEL PLAN 3/16" = 1'-0" 4 (11.2nr., 59.0 8 58 P3 MST48 ® MST48 MST48 MST48 (2)2x10 HDR 4x10 HDR (2)2x10 HDR (2'2x10 H��=— ,, . X19_ID� � ..���� ...` 3 i L L—J 1II ° � IL I o L------=-1 I c s,1 FIXTURES of ABOVE X n' _ �j_i UPPER LEVEL FLOOR FRAMING 3413 B MAIN LEVEL SHEAR WALLS 3/16" = 1-0" 30'-0" 41/4" 1 7'-37/8„ T-37/8" T-37/8" 7'-37/ 4Y4" �1. i. 1. 2x10 TRIM OAR P.T. 6x6 PT Jr 10 2x8 RIM TYq SIDES POST TYP f -1 f f f t-1 T 1-; A-33. L1—J P.T. 4x8 HDR P.T. 4x8 HDR L—J P.T.4x8 HDR JC _ 1: - 4-8 4x8 HDR ,.I/J I / ak ♦ P.T.1x6 ♦ 13 TYP DIAGONAL BRACE / 18"x18"x10" 0 8 I / `�1 34'-0" ♦ FTG /(2)#4 Zo A-33,1 co . • 1 BOT EW TYP 1 / x J 0 •STHD14 1 Lc) "'�! P3 — , 10 LEDGER uf� STH II 411 Li ,„—..- r--- —r—a—ZS--- ---L� r_i T X 1 STEP AS NEEDED TO MEET GRADE. I I 3&4 STHD14 t MITS PER STRUCTURAL I D1 I o ID1 1 (17� -,---T-P- - I r 7-mAINI LkVEL FRAMING & 3413 B CRAWLSPACE SHEAR WALLS 3/16” = 1'-0" PROJECT NAME: River Terrace Single Family ARCH.JOB NO.: 1503 BULLETIN DATE: 8/8/19 SCALE: 3/16" = 1'-0" PAGE: PREPARED BY: David Burnett REF. SHEETS: A3, A6, A7 MA-33.2 This bulletin is a stand-alone document. Referenced sheets posted at online plan center have NOT been updated typically. LOW ROOF REMOVED DOWNSPOUT 1 � 0 V 341 3 B LOW ROOF ROOF PLAN 3/16" = 1'-0" DOWNSPOUT —L M r 1ST F.F. 7♦ – – – w 1 z � 83413 B REAR ELEVATION 103 A33. 3/16" = 1'-0" TOP OF PLATE 1'-0" X or- 14 2ND F.F. CD2 M 1ST F.F. uJ - I s-.- z O w � r � I -a- z z I I T00007°°...°e."' 8 10 A33. ;0, wor 3413 B KITCHEN/DINING SIDE ELEVATION 3/16" = 1'-0" PROJECT NAME: River Terrace Single Family ARCH. JOB NO.: 1503 BULLETIN DATE: 8/8/19 SCALE: 3/16" = 1'-0" PAGE: PREPARED BY: David Burnett REF. SHEETS: A3, A6, A7 MA-33.3 This bulletin is a stand-alone document. Referenced sheets posted at online plan center have NOT been updated typically. GUARDRAL \mQ EXTERIOR OPEN CEDAR DECKING WIMP.%V/l 1.7/l%///l MIME%O/l V, "ifP.T.2x8 P.T.2x8 JSTS AT 16" 2x10 FASCIA I RIM O.C. /� TA HEADERPERSTURCTURAL PER PLAN GUARDRAILS ARE A DEFERRED 1 SUBMITTAL.GUARDRAILS AND CONNECTIONS SHALL BE SMOOTH HARDIPANEL w DESIGNED FORA LATERAL 6x6 P.T. POST -_ LOAD OF 20 PLF. TOP SI CTION "x1Yz"CORNER TRIM 6x6 P.T. POST �� SMOOTH HARDIPANEL *WI 6x6 P.T. POST BASE PLAN WITH ABU BASE • SEE S SHEETS FOR SMOOTH HARDIPANEL STRUCTURAL INFORMATION N 1 IF II I1=11=11=. BASE SECTION 0 10 REAR PATIO/DECK COLUMN 1" = 1'-0" r 3 ffj_____I"' SWING DOOR AT SIM COND, INSTALL AND FLASH PER MANUF.INSTRUCTIONS. n METAL"Z" FLASHING W/DRIP //, toEDGE, PRIMED AND PAINTED Y COMPOSITE SPACED DECKING i SEE STRUC. FO _——_ L i CONNECTION A AILS — J r 2x8 P.T.JOIST FRAMING PER STRUCT. + HANGER PER STRUCT. -- I — RIM BOARD PER STRUCT. —J LAP OUTER LAYER OF BUILDING PAPER OVER FLASHING. INNER LAYER RUNS BEHIND SIDING. P.T.2x10 LEDGER, PER STRUCT. P.T. PLYWOOD FUR STRIPS Y"x 1Y"-2"AT EVERY LAG. —2."1111111111111111111111111111111 6 METAL FLASHING • TLI \ SIDING, PER ELEVATIONS 9 LEDGER AT SPACED DECKING 3" = 1'-o" SECTION FLOOR FRAMING I .:s PER STRUCTURAL I5 s� aw amaaaaia I'►iirr�11WL I,.m.. I I 2x6 PT PLATE CRAWL SPACE z I• > U 2 II w a SII„ ,I I`IIII� er° > Q co I U > a I = w 2 Id d d H = w =11 1 L _ 4 'ir "-1 4” PERF. - I 4 DRAIN , ; ,: I ° a :X• y ° '' VAPOR BARRIER a,, SEE S SHEETS FOR 7111,11-1II—� STRUCTURAL INFORMATION 8 TYP. CRAWLSPACE FOOTING 3/4" = 1'-o" SECTION PROJECT NAME: River Terrace Single Family ARCH. JOB NO.: 1503 BULLETIN DATE: 8/8/19 SCALE: As Indicated PAGE: PREPARED BY: David Burnett REF. SHEETS: D3 MA-33.1 This bulletin is a stand-alone document. Referenced sheets posted at online plan center have NOT been updated typically. Bulletin MILBRANDT AR(HITE(TS Bulletin#: MA-33 Date: 8/8/19 ATTACHMENTS: MA-33.1-33.3 River Terrace(All Areas) Job Name: Job No: 1503 In this bulletin,the single family plan 3413,has been revised to have a full width deck at the rear of the house with a tall crawlspace due to significant site slope conditions.Three additional details have been created for this deck. This bulletin is to act as a supplement to the bulletin provided by CT Engineering on this same matter and is not a stand alone document. Distribution Job Site Paul McColm Client Paul McColm Tonja Morris Angela Grajewski Consultant Arne Soloman Rodney Storedahl Architect David Burnett Sue Vanasouk Anna Thompson .±.w _ 25 CENTRAL WAY SUITE 210 : KIRKLAND, WA 98033 : 425.454.7130 : WWW.MILBRANDTARCH.COM ~,� `` . - LEGEND: ``�� 263.7 SANITARY SEWER Pacific �\ ' '• Community .� \�- s/ � STORM DRAIN Desi n `\\ �� `�� �'6 ` —w WATER LINE g \ \ \`�� �� + �- ? 12564 SW MainStreet N. \ \ �i MANHOLE Tigard,OR 97223 �� N. + 113 503-941-9484 N .,�N. \�`' �N\.16 441 `‘.78 M CATCH BASIN DATE. 06/06/2019 ",,,, ...'. N, -.%........,..D.,>.'`....4\ \ \ `\ \ \��\ , REVISIONS .,� .,,�'�, .� •es _f �`. NO. DATE DESCRIPTION I \ ,, STREET LIGHT ~ \ �%8\ *0,92 --, ( STRAW WATTLE PERIMETER a N "� Q �] CCDEROSION CONTROL .. ""� /jam � � . ` ~ 11.63' �S® ---275 --`' ®�N N N N .,\ % ♦ FLOW DIRECTION ARROW , IIII � 'Q' ~�\ ' - + ,17.67' `.. .2r \ -276-- I N N N 'ERECEIVED \"\ ��`'� � © STREET SECTION, SEE it ti DECK . „�„ e® :r-277. ®I , _`�. ,_--_- .. - -•.--..:„......„ \ �` CONSTRUCTION DOCUMENTS 13 2019 �\\\ * 4� JUN 27 ._ r I \ L_ BUILDING: \-. ..y 4... �,\'�\ ` �� �� 264.5 CITY OF TIGARD ;�, --. � i BUILDING DIVISION _9_ " 3413B . __ 2 � �,, \ ?� SETBACK SUMMARY –2" --- — , % "\-----. FF-285.7 • 60 N --_ , ., .....`! "`„,,, e % FRONT SETBACK: 12' 2. I f e e _ 2 � 4111 i ( _. __ 226 o SIDE SETBACK: 3' / / � \ .,`' I t \ c _ --281 , / I 5,572 SF-. �� ..' ti ~�\ �,,\N %% ��\ STREET SIDE SETBACK: 8 I � \ @ �,�� FRONT GARAGE SETBACK: 20' --- 227 `, / /i ,,,� `�`'. \ -N,• _2a2- - / ---1.00' EAVE 1 .��8^` �` �`�c FRONT PORCH SETBACK: 8' E -- . — , •-•.„ ti\ N � N ' -N , o r REAR SETBACK: 15' a 4.00' ` \` _•,. .253- ; / i �`N • \ •`�,\ N� REAR COVERED PATIO SETBACK: 10' o,; .; GARAGE PORCH ? �• ,. ���\ ~\ '° � ' HI 16.00 �a �+. ��~`� LOT COVERAGE: J / �... �� �� �\``. `~ RIVER ,,13.72'. N / 20.01' \ . .....__...._ .... ._..._ ....._ N. / ` �� \� . LOT AREA: 5,572 SF w �+ , 1 _ 10.4 'N ,/ 225 N TERRACE N / -. f,��i,��� -14.64' 25.60' `,f' ,c,, BUILDING FOOTPRINT: 1,469 SF �, /� �,;�+'" •- / ' �`�` EAST NO. 2 V '284.0_ _ _ - Y ^ 39_INA, �`` {r J COVERED PORCH: 150 SF z / 1 of, 44-- --- ' ___2:--- d / E; __ ,I ` -� —:„.._____,,,\,,,-~ 0 \ 4\ -- ___ ____ / // ' COVERED REAR PATIO: 0 SF F. 3J \\ �� / CANTILEVER LIVING SPACE: 0 SF ', ~`,__ r ` ( - _ \ / \\ ?� / LOT 226 N `` ' i.,,.`�\40 / DECK AREA: 240 SF PLOT PLAN - SANITARY LATERAL 4 . o - (1) JUNE SNOW DOGWOOD o 4 i , -i °*' D / CORNUS CONTROVERSA / TOTAL COVERAGE: 1,859 SF 0, tf1 STORM LATERAL '+ WATER \` 'JUNE SNOW' N /.CO , r� 1 / METER �` _ � 33.4 % a 1.0 _ 4 e IMPERVIOUS AREA: 3,031 SF _ 1; / ',,. 4/,i*84e.. ;' f _ . SW BIRDSONG STREET ����b�-47 - - mac•. `°moo < #,�� / •� ; \ 4t , % \\yam a 2 POLYGON NORTHWEST (503) 221 -'1920 MI OF TIGARD0 Q PROJECT NO.: 395-064 2S1 W6 Approved by Planning TYPE: CONSTRUCTION v SCALE REVIEWED BY: PRE LOT 226, R-4.5 (PD), STANDARD Date: _6//a1/9 ,n 0 10 20 co RIVER TERRACE EAST NO.2 Initials: .,._:-_---- ,.,__ O 1 INCH=20 FEET 16528 SW BIRDSONG STREET