The URL can be used to link to this page

Permit CITY OF TIGARD CERTIFICATE OF OCCUPANCY mr Permit#: MST2021-00316 COMMUNITY DEVELOPMENT Permit Issued: 11/4/2021 I G AR O 13125 SW Hall Blvd.,Tigard OR 97223 503.718.2439 Parcel: 2S107AA19600 Jurisdiction: Tigard Site address: 16649 SW BOTANY BAY LN Subdivision: ROSHAK RIDGE Lot: 196 Project Description: New single detached house. NO FINAL INSPECTION UNTIL DEFERRED SDC FEES PAID Class of Work: NEW Type of Use: SF Type of Constr: VB Occupancy Group: R-3 Occupancy Load: Fire Sprinkler Required: Project Name: Polygon at Roshak Ridge Lot 196 Owner: POLYGON WLH LLC 703 BROADWAY ST STE 510 VANCOUVER,WA 98660 Phone: Contractor: WILLIAM LYON HOMES INC 703 BROADWAY STREET, SUITE 510 VANCOUVER,WA 98660 Phone: 360-695-7700 Fax: This Certificate issued 9/27/2022 grants occupancy of the above referenced building or portion thereof and confirms that the building has been inspected for compliance with the 2017 State of Oregon Specialty Codes for the group,occupancy,and use under which the referenced permit was issued. Mark VanDomelen Building Official City of Tigard POST IN CONSPICUOUS PLACE Oregon Residential Specialty Code R318.2 MOISTURE CONTENT ACKNOWLEDGEMENT FORM I, oh KPeii , am the general contractor or the owner-builder at the following address: Site Address: f (06 'LI C� u j 0 01-0 A,y /( i. y L " City: 1 919 eft Permit#: rST 9AQ21 — OQ3/6 Subdivision/Lot#: hive( rrcC. and/or Map and Tax Lot#: To conform with the 2008 Oregon Residential Specialty Code(ORSC), Section R318.2 and OAR 918-480-0140, I am notifying the building official that I am aware of the moisture content Requirement of ORSC Section R318.2 and have taken steps to meet this code requirement. [Section R318.2 is provided for reference]. R318.2 Moisture Content: Prior to the installation of interior finishes,the building official shall be notified in writing by the general contractor that all moisture-sensitive wood framing members used in construction have a moisture content of not more than 19 percent by dry weight of dry framing members. Signature: dui Date: Gene ��onh-actor or Owner-Builder l:\Building\Form\ftES-MoistureSensitiveWood.dor. 09/25/08 Oregon Residential Specialty Code N1107.2 HIGH-EFFICIENCY INTERIOR LIGHTING SYSTEMS Permit No.: 41 Sr 2 0 21— 00 316 16 Jurisdiction: 1 fgnan or Site Address: r k/p R 5 bu Per n aY N�, Ix' Subdivision/Lot#: C � rivcr IereACc;. and/or Map and Tax Lot#: By my signature below, I certify that a minimum of fifty(50)percent of the permanently installed lighting fixtures in the above mentioned building have been installed with compact or linear fluorescent,or a lighting source that has a minimum efficacy of 40 lumens per input watt. (Oregon Residential Specialty Code N1107.2)I G Signature: ..--'' ;¢�° � � // Date: l Owpeee/Genet Contractor/Authorized Agent Print Name: Rob Koch ,t ' ORSC Section N1107.2.High-efficiency interior lighting systems. A minimum of fifty(50)percent o the permanently installed lighting fixtures shall be installed with compact or linear fluorescent,or a lighting source that has a minimum efficacy of 40 lumens per input watt. Screw-in compact fluorescent lamps comply with this requirement. The building official shall be notified in writing at the final inspection that a minimum of fifty percent of the permanently installed lighting fixtures are compact or linear fluorescent,or a minimum efficacy of 40 lumens per input watt. I:\Building\Forms1RES-IlighLfficiencyLighting_doc 07/01/OR Oregon Residential Specialty Code R408.1 MOISTURE BARRIER ACKNOWLEDGEMENT FORM I, Rob lioeh,,- , am the general contractor or the owner-builder at the following address: r 6tu 9 Site Address: ^� ,q lv (3orn n-y P Ak L/., City: ft AM 00 _ Pennit#: m_51292/ - 00 3/6 Subdivision/Lot#: 111,e( reacc and/or Map and Tax Lot#: To conform with the 2014 Oregon Residential Specialty Code(ORSC), Section R408.1 Ventilation.I am notifying the building official that I have installed the Moisture Bather as per Requirement in ORSC Section 408.1 and have taken the following steps to meet this code requirement: i l The ground surface of the under-floor space is covered with 6-mil black polyethylene sheeting with L)Joints lapped 12"at seams and \. Extending up the foundation walls 12". Signature: r /j Date: //Y Gei al Contractor or`Owner-Builder I.13uilding\Form\RES-MoisturelHarncr.doc 09/13/2016 Form 640S 2017 Completion Certification—Site Inspection p P New Homes Program—Single Family ' rust of Oregon To be completed by Verifier CLEAResult is a Program Management Contractor for Energy Trust of Oregon,Inc. Payment Information Incentive Payee Company Narne: (Polygon Northwest-WA 'Is this payment redirected?. INo Builder or Company: Polygon Northwest-WA Redirect to Name. _ Verifier Payee Company Name: Performance Insulation and Energy Redirect Payee Com Affordable Housing No Solar Ready Builder Incentive: No ISolar ReadyVerifier Inc4No Site Information Development 4 EASTRIDGE Lot VVC,� \ Axis ID: REM/Rate®ID: Address: Street Line 2 Multi-Family No City: TIGARD State: OR Zip: 97224 Total conditioned area(sq.ff.): 2,703 House Volume: I 25,635 Housing Type: Detached single family Number of Stories: '2 Number of Bedrooms: 4 Foundation Type: Crawlspace Electric Provider: Portland General Electric Gas Provider: INW Natural Gas Solar installed None Solar Installer Name/Company Blue shaded fields are required for EPS sheet Verlflcatiore-Type Actual Model Equipment Detalle&Notes Slab Perimeter Insulation R- Slab Under Insulation R- Framed Floor R- 30.0 Secondary Framed Floor R- Insulation Above Grade Wall Insulation R- 23.0 Below Grade Wall Insulation R- Flat Ceiling Insulation R- 49.0 Vaulted Ceiling Insulation R- Windows Windows U- 0.3 SHGC 10.3 Total window area. I Cooling Air Conditioning SEER: 0 Model#: 13ACXN042-230-23 Primary Heating System Details AFUE: Brand Lennox Type: Gas Furnace HSPF: Model it: ML196UH090XE48C-51 Heating Fuel: Gas SEER. Primary Heat Source Comment: COP. Location. Attic Outdoor Unit(for heat pumps) ECM: Model#: I #of Systems 11 Gallons 166 Brand: AOSmith Water Heater Type Heat Pump EF: 13.17 Model#: HPTU-66N 130 Water Heating Fuel Electric Location: 'Garage or opt AHRI Certificate: Ducts and Duct Location (Partial %ducts inside: :\\Afk Duct Leakage(CFM)@ 50Pa: ,M11 , Testing Infiltration Air Changes per Hour(ACH)@ 50Pa: 2.12 Ventilation Ventilation Type HRVIERV Model. Supply Side-Air Cycler Airflow measured or why untestable? 'Roof Termination Applances Refrigerator kWh/yr 613 Model: GYE22GYNHFS ENERGY STAR Diswasher kWh/yr Model: GDF510PSR3SS Percent High Efficacy Interior Lighting(%) 100% Thermostat Showerhead 1.5 GPH I I Showerhead 1.6 GPH I 'Showerhead 1.75 GPH I wit MiTek® CITY OF TIGARD BUILDING DIVISION MiTek USA, Inc. MiTek USA, Inc. 400 Sunrise Avenue,Suite 270 Roseville,CA 95661 Telephone 916-755-3571 Re: PL20-415 MN-UP TAYLOR MORRISON/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: R67373153 thru R67373165 My license renewal date for the state of Oregon is June 30,2023. PR aces s io P 87022PE v K. �Aj,OREGON tiQ 4./N 'A AMBER P � ' -\ �'o i i ',S: 1, "I itv July 27,2021 Hernandez,Marcos IMPORTANT NOTE:The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s)identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown(e.g.,loads,supports,dimensions,shapes and design codes),which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only,and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2. lot MiTeke MiTek USA, Inc. MiTek USA,Inc. 400 Sunrise Avenue,Suite 270 Roseville,CA 95661 Telephone 916-755-3571 Re: PL20-415 MN-UP TAYLOR MORRISON/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: R67373153 thru R67373165 My license renewal date for the state of Washington is January 2,2023. 0,cONIO 00 OF WASt� 9 !/ N 044, ,�49639 .� GIS R �, py�SyG .• July 27,2021 Hernandez,Marcos IMPORTANT NOTE:The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s)identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown(e.g.,loads,supports,dimensions,shapes and design codes),which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only,and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2. Job Truss Truss Type Qty Ply TAYLOR MORRISON/POLYGON R67373153 PL20-415_MN-UP F02 Floor 12 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.430 s Jun 2 2021 MiTek Industries,Inc. Tue Jul 27 12:52:23 2021 Page 1 ID:WKa3QIs5Az319VxmgrXaZLyCVaP-ZdNsQwn_a8hBVgnyflWg1g7kZ61S9To12nsP4?ytsOc I 1-7-12 I 1-0-8 I 2-3-0 I I 1-2-0 II 0-11-12 I 2-6-0 I Scale=1:29.4 3x6= 3x4 II 3x10= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 4x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 e o 0 0 N oe o e ee 17 15 14 13 12 4-? 3x4 II 3x6= 3x12= 3x6= 1.5x3 II 4x4= 3x5= 1-10-12 2-p[4 17-5-8 I 1-10-12 0--8 15-5-4 Plate Offsets(X,Y)— [7:0-1-8,Edge],[12:0-1-8,Edge],[17:Edge,0-1-8] LOADING (psi) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.65 Vert(LL) -0.20 13-14 >940 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.73 Vert(CT) -0.26 13-14 >720 360 BCLL 0.0 Rep Stress Incr NO WB 0.65 Horz(CT) 0.03 11 n/a n/a BCDL 5.0 Code IBC2018/TPI2014 Matrix-R Weight:81 lb FT=0%F,30%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:15-16. REACTIONS. (size) 16=0-5-8,11=0-2-12 Max Gray 16=1193(LC 1),11=664(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/661,2-3=0/659,3-4=-1643/41,45=-1643/41,5-0=-2477/0,6-7=-2477/0, 7-8=-1944/0,8-9=-1944/0 BOT CHORD 15-16=-447/558,14-15=0/2242,13-14=0/1944,12-13=0/1944,11-12=0/1413 WEBS 8-12=-06/0,1-16=-756/0,7-14=-113/667,6-14=-266/0,5-14=0/337,5-15=-739/0, 3-15=0/1277,9-11=-1525/0,9-12=0/819,3-16=-990/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 3)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. �C,�O PR©Foss LOAD CASE(S) Standard G ` NGI OS,/A. 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 9 Uniform Loads(plf) �f 9 1yTONIO ji Vert:11-17=-8,1-10=-80 87§ 2PE v ts �� Concentrated Loads(Ib) GpS. O�wAsfl Vert:1=-304 o,, 2 to t 9 Aj,OREGON ci �ti .�1C' 4MBER AA' ap f 1 SSIONAL — EXPIRES:06/30/2023 July 27,2021 1 __ t WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 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 MI 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/TPl1 Quality Criteria,DSB-89 and BCSI Building Component MiTek USA,Inc. Safety lnformatlon available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville.CA 95661 Job Truss Truss Type Qty Ply TAYLOR MORRISON/POLYGON R67373154 PL20-415_MN-UP F03 Floor 3 1 Job Reference(optional) + Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.430 s Jun 2 2021 MiTek Industries,Inc.Tue Jul 27 12:52:24 2021 Page 1 ID:WKa3QIs5Az319VxmgrXaZLyCVaP-2pxEdFocLSp27gM8CS13a2f?iWiQuy4AGRcydSytsOb I 2-6 -0 I f--8I 11-2-0 I I 1-5-4 I Scale=1:27.9 3x4= 1.5x3 I I 3x8= 1.5x3 I I 1.5x3 I I 3x4= 1.5x3 I I 3x8= 1.5x3 II 1 2 3 4 5 6 7 8 9 i 9 N 9 O B 15 14 13 12 11 3x5= 3x10= 3x4= 1.5x3 II 3x8= 3x5= 9-0-0 I 83-8 85.0 1 9-7 0 I 16-4-12 8-3-8 0-1-8 0-7-0 6-9-12 0-7-0 Plate Offsets(X,Y)— [6:0-1-8,Edge],[13:0-1-8,Edpe] LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.30 Vert(LL) -0.18 13-14 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.49 Vert(CT) -0.24 13-14 >808 360 BOLL 0.0 Rep Stress Incr YES WB 0.52 Horz(CT) 0.04 10 n/a n/a BCDL 5.0 Code IBC2018/TPI2014 Matrix-R Weight:74 lb FT=0%F,30%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 15=Mechanical,10=0-4-4 Max Gray 15=715(LC 1),10=715(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2457/0,3-4=-2457/0,45=-2740/0,5-6=-2740/0,6-7=-2436/0,7-8=-2436/0 BOT CHORD 14-15=0/1512,13-14=0/2796,12-13=0/2740,11-12=0/2740,10-11=0/1514 WEBS 2-15=-1632/0,2-14=0/1021,4-14=-424/0,4-13=-308/223,8-10=-1635/0,8-11=0/995, 6-11=-531/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. `;00 PROFFS1s/,,SL1tj / LNG'NE'9 s' Po5 Pof wAsr `?i; G , C>, i 1.y Aj.OREGON 99 O40 •9C'� %IgBER 1\ P- A , ,1 S A. HERS °��crs 9ti w ss�aNAi..E�'G�' EXPIRES:06/30/2023 July 27,2021 1 n MUM WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 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 bucking 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 BCSI Building Component MiTek USA,Inc. Safety information available born Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville,CA 95661 Job Truss Truss Type Qty Ply TAYLOR MORRISON/POLYGON R67373155 PL20.415_MN-UP F05 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.430 s Jun 2 2021 MiTek Industries,Inc. Tue Jul 27 12:52:24 2021 Page 1 ID:WKa3QIs5Az319VxmgrXaZLyCVaP-2pxEdFocLSp27gM8CS13a2fzb WhUu_TAGRcydSytsOb I 2-6-0 I I 1-5-12 I I 1-2-0 1 1 1-7-8 Scale=1:25.3 1.5x3 II 3x6= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 j ... • • • N e • e e e 1 12 11 10 9 3x5= 3x8= 3x4= 3x5= 3x5= 9-11-4 10-7-12 I 9-2-12 9]4]4 11044 I I 14-10-12 I 9-2-12 0-1-8 0-7-0 4-3-0 0-7-0 0-1-8 Plate Offsets(X,Y)-- [10:0-1-8,Edge],[11:0-1-8,Edge] LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) l/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.44 Vert(LL) -0.18 11-12 >993 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.55 Vert(CT) -0.25 11-12 >719 360 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(CT) 0.03 9 n/a n/a BCDL 5.0 Code IBC2018/TP12014 Matrix-R Weight:66 lb FT=0%F,30%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(fiat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 13=0-4-4,9=Mechanical Max Gray 13=649(LC 1),9=649(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2139/0,3-4=-2139/0,4-5=-2024/0,5-6=-2024/0,6-7=-2024/0 BOT CHORD 12-13=0/1356,11-12=0/2309,10-11=0/2024,9-10=0/1355 WEBS 6-10=-311/0,2-13=-1464/0,2-12=0/846,4-11=-442/64,7-9=-1463/0,7-10=0/827 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �t c O PROFS 9 TONIO '� 022P ' 11 a� �tF415 1, d � 40 N N ..�^ N 'Y 00��MsERON'ry�Q�N / ;/ OS A. HER�P ��°k��G sg� �'`w ,s,, - EXPIRES:06/30/2023 July 27,2021 4 I mom ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 5/19/2020 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 i 1'} ek' 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 MiTek USA,Inc. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville,CA 95661 Job Truss Truss Type Qty Ply TAYLOR MORRISON/POLYGON R67373156 PL20-415_MN-UP F06 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.430 s Jun 2 2021 MiTek Industries,Inc. Tue Jul 27 12:52:25 2021 Page 1 ID:WKa3QIs5Az319VxmgrXaZLyCVaP-W?VcrbpE61xv1_xLmAZ17FCALw2OdP8KV4LV9uytsOa 2-6-0 I 10-9-0 I I 1-2-0 I 1-5-4 I Scale=1:28.2 1.5x3 I I 3x8= 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x8= 1.5x3 II 1 2 3 4 5 6 7 8 9 e e 0 N B e e e e 1 14 13 12 11 ter= 3x5= 3x10= 3x4= 1.5x3 II 3x10= 3x5= 9-2-8 I 8-6-0 817[8 1 9-9-8 1 16-7-4 8-6-0 0-1-8 0-7-0 6-9-12 0-7-0 Plate Offsets(X,Y)-- [6:0-1-8,Edge],[13:0-1-8,Edge] LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.31 Vert(LL) -0.19 13-14 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.51 Vert(CT) -0.26 13-14 >772 360 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(CT) 0.04 10 n/a n/a BCDL 5.0 Code IBC2018/TP12014 Matrix-R Weight:74 lb FT=0%F,30%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 15=0-4-8,10=0-4-4 Max Gray 15=725(LC 1),10=725(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2503/0,3-4=-2503/0,4-5=-2806/0,5-6=-2806/0,6-7=-2480/0,7-8=-2480/0 BOT CHORD 14-15=0/1535,13-14=0/2862,12-13=0/2806,11-12=0/2806,10-11=0/1537 WEBS 2-15=-1657/0,2-14=0/1045,4-14=-424/0,4-13=-279/220,8-10=-1659/0,8-11=0/1018, 6-11=557/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �( co PROFFss „,._ 1- NEtaGIF9 �g. 9V . ,. �ZyTONIO k� �� 8702 E cos�o� As ,r , r- d N N ' N .r N'ojcOREGON c o(ti 7�;;. 9Oo0 geEHe?VP‘ Ipo4e ,pFc sRti° ` -k s'YtONALE O EXPIRES:06/30/2023 July 27,2021 1 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 5/19/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP/f Quality Criteria,DSB-89 and BCSI Building Component MiTek USA,Inc. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville,CA 95681 Job Truss Truss Type Qty Ply TAYLOR MORRISON/POLYGON R67373157 PL20-415_MN-UP F07 Floor 10 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.430 s Jun 2 2021 MiTek Industries,Inc. Tue Jul 27 12:52:26 2021 Page 1 ID:WKa3QIs5Az319VxmgrXaZLyCVaP-_C3_2xgst33mM8WXKt4XfTIIjKMzMrVTkk53hKytsOZ 1�� 01�r 1-2-0i �1r�1 1 1-2-0 1 1-2-0 II 1-2-0 1 1-2-0 1 Scale=1:34.5 3x4= 4x6= 4x4= 3x4= 3x4= 3x6 FP= 3x4= 5x5= 4x5= 4x6= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 o/\ : N/8 a o ! / 2 ' ee 32 31 30 29 28 27 263 3x4= 4x7= 4x6= 3x10 MT2OHS FP= 3x5= 3x4= 5x5= 4x6= 4x8= 3x5= 3x5= 3x5= 13-11-12 I 12-9-12 13-4-1? 1 20-9-8 1 12-9-12 0-7-0 0-7-0 6-9-12 Plate Offsets(X,Y)-- [25:0-1-8,Edge],[26:0-1-8,Edge] LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.46 Vert(LL) -0.36 26-27 >685 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.61 Vert(CT) -0.50 26-27 >498 360 MT2OHS 165/146 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(CT) 0.07 22 n/a n/a BCDL 5.0 Code IBC2018/TP12014 Matrix-R Weight:103 lb FT=0%F,30%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF 2400F 2.OE(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-�� ttjir.R°Pen N 061 REACTIONS. (size) 22=0-4-4,33=0-2-12 Gj GINEF /O Max Gray 22=909(LC 1),33=909(LC 1) ,S? �G 7 ?i FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 22 P ' TOP CHORD 2-3=-1664/0,3-4=-1664/0,4-5=-2939/0,5-6=-2939/0,6-7=-3837/0,7-8=-3837/0, 8-9=-348/0,9-10=-4348/0,10-12=-4500/0,12-13=-4500/0,13-14=-4107/0, 14-15=-4107/0,15-16=-107/0,16-17=-3255/0,17-18=-3255/0,18-19=-1896/0, 19-20=-1896/0 �i N� *� M BOT CHORD 25-26=0/41071,31-32=0/2347,2 25=0/378030-31=023-24=0/263,?8-30=022-23=0/1018,27 28=0/4474,26-27=0/4413, .9 A),OREGON cIQ oC(i 4 WEBS 14-26-31=-692/0,6-30=0 5 6,8-30=-50/269,15-25=-574/0,=-421/0?8 28=0/295,13-26=-594/734/0,2-32=0/1096, 7,20-22=-1329/0,56/0,4-31=0/829, �COSMBER �,�P� 20-23=0/1157,18-23=-964/0,18-24=0/817,16-24=-695/0,16-25=0/864 A• HEM NOTES- 1)Unbalanced floor live loads have been considered for this design. EXPIRES:06/30/2023 2)All plates are MT20 plates unless otherwise indicated. 3)All plates are 1.5x3 MT20 unless otherwise indicated. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)33. 5)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. TONIO 4l Strongbacks to be attached to walls at their outer ends or restrained by other means. 4 • o� o�wasr �G '- coo d ,.,P 4, 49639 k, �s$10NAL G July 27,2021 f r 1111111111111 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 5/19/2020 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 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?PI1 Quality Criteria,DSB-89 and BCSI Building Component MiTek USA,Inc. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville,CA 95661 Job Truss Truss Type Oty Ply TAYLOR MORRISON/POLYGON R67373158 PL20-415_MN-UP F08 Floor 7 1 Job Reference(optional) • Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.430 s Jun 2 2021 MiTek Industries,Inc. Tue Jul 27 12:52:26 2021 Page 1 ID:WKa3QIs5Az319VxmgrXaZLyCVaP-_C3_2xgst33mM8WXKt4Xf11J9KMzMq?Tkk53hKytsOZ • 2-6-0 I I 2-0-12 II 1-2-0 II 1-7-4 I 1-9-0 I 1-9-0 I Scale=1:32.7 1.5x3 II 3x10= 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 II 4x7= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 1 ',...______.---------j_____---------:- ------__,:o o 16 15 14 13 12 3x6= 3x12= 3x8= 1.5x3 II 1.5x3 II 4x8= 3x5= 13-8-12 I 12-6-12 13-1-12 I 19-2-8 12-6-12 0-7-0 0-7-0 5-5-12 Plate Offsets(X,Y)— [6:0-1-8,Edge],[7:0-1-8,Edge] LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.43 Vert(LL) -0.31 14-15 >737 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.61 Vert(CT) -0.43 14-15 >538 360 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(CT) 0.06 11 n/a n/a BCDL 5.0 Code IBC2018/TP12014 Matrix-R Weight:86 lb FT=0%F,30%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF 2400F 2.0E(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 17=0-4-4,11=0-2-12 Max Gray 17=839(LC 1),11=839(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3060/0,3-4=-3060/0,45=-3887/0,5-6=-3887/0,6-7=-3307/0,7-8=-2339/0, 8-9=-2339/0 BOT CHORD 16-17=0/1813,15-16=0/3713,14-15=0/3307,13-14=0/3307,12-13=0/3307,11-12=0/1331 WEBS 7-13=0/271,2-17=-1958/0,2-16=0/1346,4-16=-705/0,4-15=0/256,5-15=-273/0, 6-15=-24/794,9-11=-1535/0,9-12=0/1163,7-12=-1175/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 3)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ?V) PROFF< Nss NGEF /0 ,,,_ 9 % o ON IO k�� 2PE A .,?4,.as� ` •ZN N f / � K. N N o�� -7 Aj,OREGONti9 CV G` tossER �� aOAHEP �� R°ti ` w� SSIONAL V,- EXPIRES:06/30/2023 July 27,2021 t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 5/19/2020 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 ��V a truss system.Before use,the building designer must verify the applicability of design parameters and propedy 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/TP/i Quality Criteria,DSB-89 and BCSI Building Component MiTek USA,Inc. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville,CA 95661 Job Truss Truss Type Qty Ply TAYLOR MORRISON/POLYGON R67373159 PL20.415_MN-UP F09 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.430 s Jun 2 2021 MiTek Industries,Inc. Tue Jul 27 12:52:27 2021 Page 1 ID:WKa3QIs5Az319VxmgrXaZLyCVaP-SOdMGHrUeNBc_I5jubbmCgHayjrr5R0dyOgcDnytsOY 1-2-4 I 1-2-0 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.6 0 N LJ 5 4 3x4= 3x4= 2-7-4 2-7-4 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.05 Vert(LL) 0.00 5 **•* 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.06 Vert(CT) -0.00 4-5 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(CT) 0.00 4 n/a n/a BCDL 5.0 Code IBC2018/TPI2014 Matrix-P Weight:14 lb FT=0%F,30%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-7-4 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 4=Mechanical,5=Mechanical Max Gray 4=211(LC 1),5=209(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-4=-251/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)203 lb down at 1-0-10 on top chord. The design/selection of such connection device(s)is the responsibility of others. 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) QQC c Vert:4-5=-8,1-3=-80 ,`('`s R�FFss Concentrated Loads(lb) \� NG,INEFt� /O Vert:2=-203(F) ,� 9 19 �QNIO 46, 022P ag Poi wAs '�� W' d 17 NEAT OREGON rL* 4,/ Oed :ifl 49639}.r., A. HEizko ,`rsIONAL,i4G EXPIRES:06/30/2023 tlr. July 27,2021 1 NOM d ARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MIT EK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. mil Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with 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 BCSI Building Component MiTek USA,Inc. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville,CA 95661 Job Truss Truss Type Qty Ply TAYLOR MORRISON/POLYGON R67373160 PL20-415_MN-UP F10 Floor Girder 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.430 s Jun 2 2021 MiTek Industries,Inc. Tue Jul 27 12:52:27 2021 Page 1 ID:WKa3QIs5Az319VxmgrXaZLyCVaPSOdMGHrUeNBc_I5jubbmCgHUxjmf50?dyOgcDnytsOY • 2-2-0 I I 1-2-0 I 1-11-0 2-6-0 Scale=1:15.7 3x4= 1.5x3 I I .1 3x4 I I 2 3 43x4= 10 63x4 II • • • 4 N e e • 9* 8 7.3x4= 1.5x3 I 3x6= 3x6= I 8-6-0 I 8-6-0 Plate Offsets(X,Y)-- [1:Edge,0-1-8],[2:0-1-8,Edge],[7:0-1-8,Edge] LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TOLL 40.0 Plate Grip DOL 1.00 TC 0.43 Vert(LL) -0.07 6-7 >999 480 MT20 220/195 TOOL 10.0 Lumber DOL 1.00 BC 0.33 Vert(CT) -0.11 6-7 >908 360 BOLL 0.0 Rep Stress Incr NO WB 0.25 Horz(CT) 0.01 6 n/a n/a BCDL 5.0 Code IBC2018/TP12014 Matrix-R Weight:40 lb FT=0%F,30%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 9=0-5-8,6=0-5-8 Max Gray 9=399(LC 1),6=472(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-773/0,3-4=-773/0 BOT CHORD 8-9=0/773,7-8=0/773,6-7=0/882 WEBS 2-9=-846/0,4-6=-949/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)197 lb down at 6-4-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard ,`<FIE� PRQp 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 �G V. GI NEk- /OA Uniform Loads(plf) -!� Vert:6-9=-8,1-5=-80 ,4 Concentrated Loads(lb) 22P 9r �TITONIO '4� Vert:10=-146(F) Oc. C) "SIN,c 1 G y � .01 4 OREGON ti9 �H N le,l 9cos gBERE��P�O A,°1,�4,G sTR%` � H ss70NAL-,s, EXPIRES:06/30/2023 July 27,2021 t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-74/3 rev 5/19/2020 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 IIII a truss system.Before use,the building designer must verify the applicability of design parameters and propedy 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/TPl1 Quality Criteria,DSB-89 and SCSI Building Component MiTek USA,Inc. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville CA 95661 Job Truss Truss Type Oty Ply TAYLOR MORRISON/POLYGON R67373161 PL20-415_MN-UP F12 Floor 6 1 • Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.430 s Jun 2 2021 MiTek Industries,Inc. Tue Jul 27 12:52:28 2021 Page 1 I D:W Ka3QIs5Az319VxmgrXaZLyCVa P-waBlTd r6PgJTcRfwRl6?kugh g74Ggm?m B2aAm DytsOX 2-6-0 l 0-74 I I 1-2-0 I I 1-5-4 Scale=1:28.0 3x4= 1.5x3 II 3x8= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x8= 1.5x3 II 1 2 3 4 5 6 7 8 9 0 N O e e v 1 14 13 12 11 3x5= 3x10= 3x4= 1.5x3 11 3x8= 3x5= 9-0-12 I 8-4-4 8-5-12 19-7-12I 165-8 8-4-4 0-1-8 0-7-0 6-9-12 0-7-0 Plate Offsets(X,Y)-- [6:0-1-8,Edge],[13:0-1-8,Edge] LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TOLL 40.0 Plate Grip DOL 1.00 TC 0.30 Vert(LL) -0.18 13-14 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.49 Vert(CT) -0.25 13-14 >797 360 BOLL 0.0 Rep Stress Incr YES WB 0.52 Horz(CT) 0.04 10 n/a n/a BCDL 5.0 Code IBC2018/TP12014 Matrix-R Weight:74 lb FT=0%F,30%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 15=0-1-12,10=0-4-4 Max Gray 15=718(LC 1),10=718(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2471/0,3-4=-2471/0,4-5=-2760/0,5-6=-2760/0,6-7=-2449/0,7-8=-2449/0 BOT CHORD 14-15=0/1519,13-14=0/2816,12-13=0/2760,11-12=0/2760,10-11=0/1521 WEBS 2-15=-1640/0,2-14=0/1028,4-14=-424/0,4-13=-297/221,8-10=-1642/0,8-11=0/1002, 6-11=-539/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)15. 3)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. a -- eiktp PROPFs ,S) <t," NE�cR/s/QL 'A� ortONIO k4 2P O% of AS1114, y �'OT OREGON (9 Q47 4 � ifii AN, ; /44 ��5' q$EH�(��P °.��;;; csR �xONAL�G EXPIRES:06/30/2023 July 27,2021 t , WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5119/2020 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 propedy 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?PII Quality Criteria,DSB-89 and BCSI Building Component MiTek USA,Inc. Safety Information available from Truss Plate Institute,2870 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville,CA 95661 Job Truss Truss Type Qty Ply TAYLOR MORRISON/POLYGON R67373162 PL20-415_MN-UP F13 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.430 s Jun 2 2021 MiTek Industries,Inc. Tue Jul 27 12:52:28 2021 Page 1 ID:WKa3QIs5Az319VxmgrXaZLyCVaP-waBlTdr6PgJTcRfwRI6?kugjg78Wgp9mB2aAmDytsOX ^ 1 0-7-4 1 1 2-6-0 I Scale=1:18.8 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 4x4= 2 3 4 5 6 o° u \ No 11! 9 ° 8 4 4x6= 3x6= 1.5x3 II 3x4= 1 11-1-4 11-1-4 Plate Offsets(X,Y)— [1:Edge,0-1-8] LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.04 8 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.22 Vert(CT) -0.07 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(CT) 0.01 7 n/a n/a BCDL 5.0 Code IBC2018/TP12014 Matrix-R Weight:51 lb FT=0%F,30%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 10=0-2-8,7=0-1-12 Max Gray 10=483(LC 1),7=483(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-10=-497/0,1-2=-361/0,2-3=-361/0,3-4=-1317/0,4-5=-1317/0 BOT CHORD 8-9=0/1098,7-8=0/943 WEBS 5-7=-1018/0,5-8=0/403,3-9=-795/0,1-9=0/630 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. 2)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. •<<•? .NGIEs% � �% 22 \ \ P r s was kel,a �G NEAT OREGON (1, 4ti N -76f g dr�C�SSER \\� A. HEM �.' ��pA ��4SjE''Ss O ioNALE� EXPIRES:06/30/2023 July 27,2021 4 r ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 5/19/2020 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 NM a truss system.Before use,the building designer must verify the applicability of design parameters and propedy 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/rPlf Quality Criteria,DSB-89 and BCSI Building Component MiTek USA,Inc. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville,CA 95661 Job Truss Truss Type Qty Ply TAYLOR MORRISON/POLYGON R67373163 PL20-415_MN-UP F14 Floor 8 1 Job Reference(optional) Pacific,Lumber&Truss Co., Lake Oswego,OR-97035, 8.430 s Jun 2 2021 MiTek Industries,Inc. Tue Jul 27 12:52:29 2021 Page 1 ID:WKa3Ols5Az319VxmgrXaZLyCVaP-Onl7hzslA SKEbE6?0dEH5NsEXT8ZINvOiJjlfytsOW I 2-3-8 1-2-0I 1-2-0 l 2-0-12 I 2-6-0 I Scale=1:15.7 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1 2 3 43x4= 5 0 ry e o e e 9. . 8 7 3x4= { ) 1.5x3 I I 3x4= 3x4= 2-6-8 1 3-1-8 1 3-8-8 3110 0 8-6-4 2-6-8 0-7-0 0-7-0 0-1- 4-8-4 Plate Offsets(X,Y)-- [2:0-1-8,Edgel,[7:0-1-8,Edgel LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.25 Vert(LL) -0.06 6-7 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.26 Vert(CT) -0.10 6-7 >998 360 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(CT) 0.01 6 n/a n/a BCDL 5.0 Code IBC2018/TPI2014 Matrix-R Weight:38 lb FT=0%F,30%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 9=0-2-8,6=0-2-12 Max Gray 9=369(LC 1),6=369(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-702/0,3-4=-702/0 BOT CHORD 8-9=0/702,7-8=0/702,6-7=0/663 WEBS 2-9=-764/0,4-6=-716/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9,6. 3)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��Ep PROFFS �co5: �NOINE�c9`.„ 9 TONIO N. 022P 1••• ,ov wAs�• *4,- ,..., ri 2 N� *N A, / ` N y 'cj,OREGON c�Q <v ,1.r• �c FMBER ��' �� ire, �`s A. He- ��0 `14G STER49 � � � SSIONAL V,- EXPIRES:06/30/2023 July 27,2021 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 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 1111 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 ANSITPl1 Quality Criteria,DSB-89 and BCSI Building Component MiTek USA,Inc. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville.CA 95661 Job Truss Truss Type Qty Ply TAYLOR MORRISON/POLYGON R67373164 PL20-415_MN-UP F15 Floor 1 1 Job Reference(optional) r Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.430 s Jun 2 2021 MiTek Industries,Inc. Tue Jul 27 12:52:29 2021 Page 1 ID:WKa3QIs5Az319VxmgrXaZLyCVaP-Onl7hzslA SKEbE6?0dEH5NtBXWIZKfvQiJjlfytsOW - I 2-3-8 I I 1-2-0 I I 2-2-12 I Scale=1:11.6 3x4= 11.5x3 II 2 3 3x4= 41.5x3 II N . : 1.5x3 II 1.5x3 II 8 7 6 5 3x4= 3x4= 2-6-8 3-1-8 3-8-8 6-2-4 2-6-8 I 0-7-0 I 0-7-0 I 2-5-12 Plate Offsets(X,Y)— [2:0-1-8,Edge],[3:0-1-8,Edge] LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.19 Vert(LL) -0.02 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.12 Vert(CT) -0.02 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.00 5 n/a n/a BCDL 5.0 Code IBC2018fTP12014 Matrix-R Weight:28 lb FT=0%F,30%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 8=0-2-8,5=Mechanical Max Gray 8=267(LC 1),5=267(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-404/0 BOT CHORD 7-8=0/404,6-7=0/404,5-6=0/404 WEBS 2-8=-439/0,3-5=-441/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 4)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. to ��\AGP EFq s'o _v �9 010NIO p ' 22P • ' a5 04 Ash 1 . N ,v y 04i,OREGON 95) , e;/ 9Cl�SMBER 1R�i"" Ail ,��ISTER�� A. HE �`8/0/vALE,O� EXPIRES:06/30/2023 July 27,2021 1 MEIN ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 5/19/2020 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 Milek' 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 BCSI Building Component MiTek USA,Inc. Safety information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville,CA 95661 Job Truss Truss Type Qty Ply TAYLOR MORRISON/POLYGON R67373165 PL20-415_MN-UP F16 Floor 2 1 t Job Reference(optional) Pacifiq Lumber&Truss Co., Lake Oswego,OR-97035, 8.430 s Jun 2 2021 MiTek Industries,Inc. Tue Jul 27 12:52:29 2021 Page 1 t ID:WKa3QIs5Az319VxmgrXaZLyCVaP-Onl7hzslA_SKEbE6?0dEH5Nr1XTrZIGvQiJjlfytsOW I 2-3-8I I 1-2-0 I I 2-2-8 I 2-6-0 Scale:3/4"=1' 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 I I 1 2 3 4 5 0 N e e 7e3x4= 9 8 1.5x3 II 3x4= 3x4= 1 2-6-8 1 3-1-81 3-8-8 3110r0 8-8-0 2-6-8 0-7-0 0-7-0 0-1-8 4-10-0 Plate Offsets(X,Y)-- [2:0-1-8,Edge],[7:0-1-8,Edge] LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.26 Vert(LL) -0.07 6-7 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.28 Vert(CT) -0.11 6-7 >910 360 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(CT) 0.01 6 n/a n/a BCDL 5.0 Code IBC2018/TP12014 Matrix-R Weight:39 lb FT=0%F,30%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 9=0-2-8,6=0-4-8 Max Gray 9=376(LC 1).6=376(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-724/0,3-4=-724/0 BOT CHORD 8-9=0/724,7-8=0/724,6-7=0/680 WEBS 2-9=-788/0,4-6=-734/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. 3)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��Ep PROFFss' ,c�G, �NGINE�9 /� K. 7022P ��<' �,zoxio „0S Ao WASIr>,� 9 Aj,OREGON 99 (K. N / '�C'��BER��Q�O '°�Q��a sR�° w� H SSiONALs EXPIRES:06/30/2023 July 27,2021 I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. mom Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component MiTek USA,Inc. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville.CA 95661 Symbols Numbering System A General Safety Notes *'LATE LOCATION AND ORIENTATION 1 8j" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury REM Dimensions are in ft-in-sixteenths. 1. Additional stability bracing for truss system,e.g. �� Apply plates to both sides of truss 1 2 3 diagonal or X-bracing,is always required. See BCSI. and fully embed teeth. TOP CHORDS 2. Truss bracing must be designed by an engineer.For 1 wide truss spacing,individual lateral braces themselves 0-Lis" N may require bracing,or alternative Tor I bracing should be considered. 0 pU 3. Never exceed the design loading shown and never 2 stack materials on inadequately braced trusses. U d 4. Provide copies of this truss design to the building designer,erection supervisor,property owner and For 4 x 2 orientation,locate C7-8 C6-7 C5-6 I— all other interested parties. plates 0- ,ie from outside BOTTOM CHORDS ' ' 5. Cut members to bear tightly against each other. edge of truss. 8 7 6 5 6. Place plates on each face of truss at each joint and embed fully.Knots and wane at joint — This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE locations are regulated by ANSI/TPI 1. required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 7. Design assumes trusses will be suitably protected from connector plates. THE LEFT. the environment in accord with ANSI/TPI 1. "Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 8. Unless otherwise noted,moisture content of lumber NUMBERS/LETTERS. shall not exceed 19%at time of fabrication. software or upon request. 9. Unless expressly noted,this design is not applicable for PRODUCT CODE APPROVALS use with fire retardant,preservative treated,or green lumber. PLATE SIZE ICC-ES Reports: 10.Camber is a non-structural consideration and is the The first dimension is the plate responsibility of truss fabricator.General practice is to 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 camber for dead load deflection. to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 11.Plate type,size,orientation and location dimensions the length parallel to slots. 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 specified. / Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the 13.Top chords must be sheathed or purlins provided at by text in the bracing section of the truss unless otherwise shown. spacing indicated on design. output. Use T or I bracing 14.Bottom chords require lateral bracing at 10 ft.spacing, if indicated. Lumber design values are in accordance with ANSI/TPI 1 or less,if no ceiling is installed,unless otherwise noted. section 6.3 These truss designs rely on lumber values BEARING established by others. 15.Connections not shown are the responsibility of others. I Indicates location where bearings approval of an engineer. (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved 16.Do not cut or alter truss member or plate without prior HMO reaction section indicates joint 17.Install and load vertically unless indicated otherwise. number where bearings occur. __ 18.Use of green or treated lumber may pose unacceptable Min size shown is for crushing only. 1411.R. environmental,health or performance risks.Consult with project engineer before use. Industry Standards: 19.Review all portions of this design(front,back,words ANSI/TPI1: National Design Specification for Metal and pictures)before use.Reviewing pictures alone 9 P is not sufficient. Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. r p, 20.Design assumes manufacture in accordance with BCSI: Building Component Safety Information, �e ANSIesigTPI 1 Qualityto Criteria. Guide to Good Practice for Handling, 21.The design does not take into account any dynamic Installing&Bracing of Metal Plate or other loads other than those expressly stated. Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.5/19/2020 �' RECEVED s 1111 lVlilek5 CITY OF TIGARD MiTek USA, Inc. BUILDING DMStON 250 Klug Circle Corona,CA 92880 951-245-9525 Re: POLYGON 222300E 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: K9144315 thru K9144362 My license renewal date for the state of Oregon is December 31,2021. REp PR 0FFS ��`5� �NCaINEF9 6>0 89200PE y OREGON 4/ tx MY 14,2��Q�- FR R I O- March 2,2021 Baxter,David IMPORTANT NOTE:The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s)identified and that the designs comply with ANSUTPI 1. These designs are based upon parameters shown(e.g.,loads,supports,dimensions,shapes and design codes),which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only,and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design perANSI/TPI 1,Chapter 2. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 93-06-04 MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2018 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF#16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 119 2-11=(-308) 5728 3-11=( 0) 919 15- 9=( 0) 3020 2x9 DF 2400F T1 2- 3=(-7001) 398 11-12=(-287) 5825 11- 9=( 0) 608 9-16=(-5205) 277 BC: 2x6 KDDF SS LOADING 3- 4=(-6927) 333 12-13=(-350) 7238 4-12=( -511) 63 16-10=( -343) 80 WEBS: 2x9 KDDF#1&BTR; Snow: ASCE 7-16, 25 PSF Roof Snow(Ps) 4- 5=(-6559) 315 13-14=(-361) 7162 12- 5=( -12) 2114 2x6 KDDF#1&BTR A Cs=1, Ce=1, Ct=1.1, I=1, Lu=25' 5- 6=(-5704) 250 14-15=(-305) 5924 12- 6=(-2169) 141 6- 7=(-7323) 322 15-16=(-184) 3493 6-13=( 0) 951 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 25.0)+DL( 7.0)= 32.0 PSF 0'- 0.0" TO 43'- 6.3" V 7- 8=(-6679) 295 13- 7=( -50) 368 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 10.0)= 10.0 PSF 0'- 0.0" TO 43'- 6.3" V 8- 9=(-9210) 182 7-14=(-1111) 149 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 12'- 0.0" TO 43'- 6.3" V 9-10=( -63) 76 19- 8=( 0) 1708 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0^ TO 43'- 6.3" V 8-15=(-2898) 208 NOTE: 2x9 BRACING AT 24"OC SON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 500.0)+DL( 190.0)= 690.0 LBS @ 12'- 0.0" BEARING MAX VERT MAX HORZ BAG REQUIRED ERG AREA ADDL: BC CONC LL+DL= 445.0 LBS @ 6'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -218/ 9410V -96/ 198H 5.50^ 7.06 KDDF ( 625) OVERHANGS: 24.0" 0.0" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 93'- 6.3" -217/ 9411V 0/ OH 5.50" 7.06 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2018. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ** For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.032" @ -2'- 0.0" Allowed= 0.200" MAX TL DEFL = -0.037" @ -2'- 0.0" Allowed= 0.267^ MAX LL DEFL= -0.340" @ 19'- 5.3" Allowed= 2.130" MAX TL DEFL = -0.539" @ 19'- 5.3" Allowed = 2.840" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.123" @ 43'- 0.8" MAX HORIZ. TL DEFL = 0.199" @ 43'- 0.8" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 120 mph, h=22.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.B, MWFRS(Dir), DOL=1.6, B=45ft, L=44ft, E=4ft, Gable/Hip, Hip, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 11-09-07 31-08-13 f T f 'Max CSI: TC:0.86 BC:0.83 Web:0.99 4-02-03 3-07-07 3-11-13 6-00-09 6-05 6-05 6-05 6-05-04 f f ' Iii640# ' ' " 1 1 12 7.00 M18H5-7x8 - M-7x6(S) - -M-6x6 0.25" -M-6x6 M-7x10 M-3x6 II M-3x4 M-1.5x3 A o A o r o M18HS-7x8 ti 0 2 11 12 13''f 14 15 .16 I V��D P R OFF of M-3x4 M-5x8 0.25" M-4x6 0.25' M-7x8 `` y �445# y M18HS-7x8(S) y MSHS-9�1o(S) y �� NGINEFR si�� k 5-10-02 5-05-03 8-02 8-00-04 8-00-04 8-00-08 y 9 2-00 43-06-04 :9200P JOB NAME: POLYGON 222300E - AH1 _1j� Scale: 0.1302 • 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 IndW:duel "z OREGON R EGON A �� Truss: AH 1 and Warnings before construction commences. building component.Applicability of design parameters and proper µ 2.2x4 compression web bracing must be installed where shown*. Incorporation of component is the responsibility of me building designer. 2O ��.. 3.Additional temporary bracing m Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al <O 4 y 1 4 f r is the responsibility of me erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 3/1/2021 the overall structure is the responsibility of the building dasigns, continuous sheathingor such as plywooduireding(TC)and/or drywall(BC). 3.2x Impact bddging lateral bracing required whore shown 0 f. a �R 1") �� SEQ.: K 914 4 315 4.No load should be applied to any component until after all bracing and 4.Installation ur ouse is the nee onelbinry of the respective contract°, (�11 fasteners are complete and at no time should any loses greater than 5.Design assumes busses are to be used in a non-corrosive environment, design loads be epplietl to any compoent. and ate for'dry condition'of use. TRANS ID: LINK Design 6. assumes full bearingalall supports ahovni.Shimor wedge if 5.ComWTmshasnocontroloverandassumesnoresponsibilityforthe necessary. RENEWAL DATE: 12-31-2021,E fabdcation,handing.shipment and installation of components. 7.Design assumes adequate drainage is provided. M arch 2,2021 8.This design is furnished subject to the limitations set forth by 8.Plates shall be Notated 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. 4 9.Digits indicate dm of plate in inches. MiTek USA,Inc./CompuTrus Software 7.7.0-SP3(1L}E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) 1^P J This design prepared from computer input by Pacific Lumber and Truss-BC e LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.3. IBC 2018 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-11=(-586) 3005 3-11=( -96) 122 15-10=(-181) 85 BC: 2x4 KDDF #1&BTR; SPACED 24.0" O.C. 2- 3=(-3707) 417 11-12=(-508) 2843 11- 4=( O) 396 ti 2x4 DF 2400F B2 3- 4=(-3532) 362 12-13=(-437) 2959 4-12=( -710) 144 , WEBS: 2x4 KDDF STAND; LOADING 4- 5=(-2989) 378 13-14=(-372) 2557 12- 5=( -67) 1112 2x4 DF STAND A; LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=( 0) 0 14-15=(-250) 1580 12- 7=( -645) 91 2x4 KDDF#1&BTR B; DL ON BOTTOM CHORD= 10.0 PSF 5- 7=(-2561) 357 7-13=( -254) 174 2x4 KDDF STUD C TOTAL LOAD= 42.0 PIE 7- 8=(-2910) 377 13- 8=( -52) 771 8- 9=(-1999) 286 8-14=(-1222) 224 TC LATERAL SUPPORT <= 12"OC. UON. Snow: ASCE 7-16, 25 PSF Roof Snow(Ps) 9-10=( -92) 107 14- 9=( -78) 1682 BC LATERAL SUPPORT <= 12"OC. UON. Cs=1, Ce=1, Ct=1.1, I=1, Lu=25' 9-15=(-2660) 330 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC UON. FOR LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2018. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -219/ 2429V -130/ 265H 5.50" 3.89 KDDF ( 625) 43'- 6.3" -217/ 2500V 0/ OH 5.50" 4.00 KDDF ( 625) OVERHANGS: 16.0" 0.0" ICOND. 2: Design checked fox net(-5 Esf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 .. For hanger specs. - See approved plans MAX LL DEFL = -0.007" @ -1.- 4.0" Allowed= 0.133" MAX TL DEFL = -0.008" @ -1'- 4.0" Allowed= 0.178" MAX LL DEFL = -0.213" @ 15'- 9.7" Allowed= 2.130" MAX TL DEFL = -0.300" @ 15'- 9.7" Allowed= 2.840" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.090" @ 43'- 2.8" MAX HORIZ. TL DEFL = 0.130" @ 43'- 2.8" Design conforms to main windforce-resisting system and components and cladding criteria. 1 0-04-15 Wind: 120 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-16, f (All Heights), Enclosed/Pr. Open, Cat.2, Exp.B, MWFRS(Dir), 15-11-11 27-06-09 DOL=1.6, B=45ft, L=44ft, E=4ft, Gable/Hip, Hip, f 1 1 End vertical(s) are exposed to wind, 5-03-05 5-00 5-03-08 6-06-14 6-11-13 6-11-13 7-00-01 Truss designed for wind loads '' 1 4' 11 1 '( 1 1 in the plane of the truss only. 15-09-12 T 12 T M-5x6(S) 'Max CSI: TC:0.84 BC:0.98 Web:1.00 I M-4x6 7.00 M-3x4 0.25" M-7x6 M-1.5x3 M-5x8(S) )• : 0.25" o M-1.5x3 B o + rs 0 N A D2 - 2 Ep P R®F 11 12 13 A .t5 oeo f ..1,M-4x6 M-�x9 M-5x18(S), M yx9 M18HS-7 10(S) M-4x6 y ��‘AG,INE. V620/, J. ,1' J, 7-11 7-06 9-05-08 9-03-12 9-04 .1. 'I? 1-04 43-06-04 9200P JOB NAME : POLYGON 222300E - AH2 Scale: 0.1322 • WARNINGS: GENERAL NOTES, unless utherMse noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon Ste parameters shown and is for an individual O REGON �<v� Truss: AH2 and Weminga 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 waving w insure een ilia during i bracing 2.Design assumes me top and bottom chords to be laterally braced at is the responsibility or me erector.Additional permanent wacirg or 2•o.c.and at 10•o.c.respectively unless braced throughout then length by /O r 14 f 20OK continuousxImpact sheatndging or such l plywood re sheathing(TC)andiown.drywan(Be). MFR R 1 L\- DATE: 3/1/2 021 me overall structure is the responsibility of me building designer. 3.2x Impact bridging a lateral bracing required where shown.. r SEQ.: K914 4 316 4.No wad should be applied to any component until after all bracing and 4.Installation of buss is the responsibility of the respectve contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a non-corrosive environment TRANS I D: LINK design loads be applied w any component 8.ore qn see'dry condition" et ail supports spurn.Shim or wedge it 5.CanWTruahasnocontroloverandassumesnoresponsibilityfame uRENEWAL DATE:12-31-2021 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. March 2,2021 8.This design is fumished subject to the limitations set form by a.Plates shall be located on both races of truss,and placed so their center TPI/WTCA In BCSI,copies of which will be fumisned upon request. lines coincide with joint center litres. 9.Digits indicate size of plate In Inches. MTek USA,Inc./CompuTrus Software 7.7.0-SP3(7L)'E 10.For basic connector plate design values see ESR-1311,ESR-1988(MTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.3" IBC 2018 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-11=(-710) 3043 3-11=( -96) 117 15-10=(-184) 85 BC: 2x4 KDDF #1&BTR; SPACED 24.0" O.C. 2- 3=(-3755) 502 11-12=(-637) 2912 11- 4=( 0) 373 2x4 DF 2400F B2 3- 4=(-3586) 509 12-13=(-576) 2825 4-12=( -567) 136 WEBS: 2x4 KDDF STAND; LOADING 4- 5=(-3033) 532 13-14=(-464) 2519 12- 5=( -70) 1179 2x4 DF STAND A; LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 14-15=(-299) 1553 12- 7=( -718) 94 2x4 KDDF #14BTR B; DL ON BOTTOM CHORD = 10.0 POE 5- 7=(-2529) 491 7-13=( -291) 228 2x4 KDDF STUD C TOTAL LOAD= 42.0 PSF 7- 8=(-2807) 502 13- 8=( -121) 871 8- 9=(-1968) 351 8-14=(-1205) 286 TC LATERAL SUPPORT <= 12"OC. UON. Snow: ASCE 7-16, 25 PSF Roof Snow(Ps) 9-10=( -92) 108 14- 9=( -135) 1666 BC LATERAL SUPPORT <= 12"OC. UON. Cs=1, Ce=1, Ct=1.1, I=1, Lu=25' 9-15=(-2615) 413 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC UON. FOR LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2018. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -219/ 2459V -130/ 267H 5.50" 3.93 KDDF ( 625) 43'- 6.3" -217/ 2467V 0/ OH 5.50" 3.95 KDDF ( 625) OVERHANGS: 16.0" 0.0" ICONS. 2: Design checked for net(-5 osf) uplift at 29 "cc soacino. I M-1.5x4 or equal at non-structural VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 vertical members (uon). MAX LL DEFL = -0.007" @ -1'- 4.0" Allowed= 0.133" MAX TL DEFL = -0.008^ @ -1'- 4.0" Allowed= 0.178" ** For hanger specs. - See approved plans MAX LL DEFL = -0.209" @ 15'- 9.7" Allowed= 2.130" MAX TL DEFL = -0.296" @ 15'- 9.7" Allowed= 2.840" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.085^ @ 43'- 2.8" MAX HORIZ. TL DEFL = 0.125" @ 93'- 2.8" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 120 mph, h=25.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-16, 19-11-11 23-06-09 (All Heights), Enclosed/Pr. Open, Cat.2, Exp.B, MWFRS(Dir), 1 f ' DOL=1.6, B=45ft, L=44ft, E=4ft, Gable/Hip, Hip, 5-03-05 5-00 5-03-08 4-00-08 2-11-05 6-11-13 6-11-13 7-00-01 End vertical(s) axe exposed to wind, / 4 1' I 1' 1' 1 T 1 '' Truss designed for wind loads 15-09-12 in the plane of the truss only. f T 12 'Max CSI: TC:0.75 BC:0.97 Web:1.00 7.00 17. M-4x6 M-5x8(S) M-3x9 0.25" M-7x6 M-1.5x3 M-5x6(S) ), 1� 0.25" o + + + +I C 1 M-1.5x3 B o + 1 rn 0 A ��Eq P R Op5„ N 2 11 2 D 13 � 19 *SS � �� I M-5x6 M-3x9 (0.25" M-3x9 0.25" M-4x6 1 y M-5x8(S) (S) 1 M18HS-�10(S) J. �� G�NE cSjOy y 7-11 7-06 9-05-08 9-03-12 9-04 y 4� R1-09 93-06-04 %\4 9200I'E JOB NAME : POLYGON 222300E - AH3 . . Scale: 0.1322 � /t�. WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON 'V 1.Builder and erection conimcbr should be advised of all General Notes 1.Tote design Is based only upon the parameters shown and is for an individual '37Truss: AH3 and Warnings before construction commences. building component Applicability of design parameters are proper Incorporation of component is the responsibility of the building designer. A 2.2x4 compression web bracing must be installed where sham s. G' 4)r 20`� :� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the fop and boson chords m be laterally t they at 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 1 �S continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). ` �/V'i FR R 1 L DATE: 3/1/2021 the overall structure is the responsibility of the building designer. 3.2x Impact bridging a lateral bracing required where shown v v L SEQ.: K 914 4 317 4.No bad should be applied to any component until after all bracing and 4.Installation of trues is the responsibility of the respective contractor. than fasteners are complete and at no time should any loads greater an 5.Design assumes trusses are to be used in a non-cartel.environment, TRANS I D: LINK design load"be applied to any component. end are for Wry o Mitlon'of use 5.ComWTma has no control over and assumes no responsibility for the 8.Designaysaumee full bearing at all suppad sha m. or wedge If RENEWAL DATE: 12-31-2021 fabrication,handing,shipment and installation of components 7.Design assumes adequate drainage is provided. March 2,2021 6.This design is furnished subject to the limitations set foot by 8.Plates shall be located on both faces of truss,and placed so their center TPII TCA In BCBI,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 7.7.0-SP3(1L).E 10.For basic connector plate design values see ESR-1311,E8R-1988(MNek) t. This design prepared from computer input by Pacific Lumber and Truss-BC r LUMBER SPECIFICATIONS: Size Specie Grade CORNER GIRDER SETBACK 9-7-0 FROM END WALL LOAD DURATION INCREASE: 1.15 a. 2x9 DF #1&BTR TRUSSES SPACED AT 29"oc 2x9 DF 01&BTR TOP CHORD LL = 25psf TC LATERAL SUPPORT <= 12"OC. UON. TOP CHORD DL = 7psf BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 32psf 12 6.26 E . 6-05-08 M-3x6(S) 40 M-5x8 M-3x6 f-t M-3x6 SUPPORT REQUIRED EVERY 98"oc TYP. AND AT END M-3x6 M-3x8 0 1 tri o Cii ‹<1 p P R OxFSS 1 1 �S 0NGINEFR /pA 1-09-10 '/ vj„ y 4 89200PE 26-01-14 JOB NAME : POLYGON 222300E — AR1 �� Scale: 0.3555 - lima WARNINGS: GENERAL NOTES. unless otherwise noted: MITY 1.Builder and erection contractor should be advised of all Genera:Rates 1.This design is based only upon the parameters shown and Is for an individual y OREGON �� Truss: AR1 and Warnings before construction commences. building component.Applicability of design parameters and proper L 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. /o ,[I t 2O��4 3.Additional temporary bracing W Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at -71 is the responsibility of ere erector.Additional permanent bracing of T o.c.and at ea o.c.respectively unless braced throughout their length by continuous sheathing such as plywooduired sheathing(TC)and/or drywall(BC). /^�[� DATE: 3/2/2 021 the overall structure Is the responsibility co lity of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ `7�R 1 LL 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.: fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment, assign loads be applied to any component. and are for dry condition'of use. TRANS ID: LINK 5.compurme has nownad over and assumes noneeponslocy for the S.Design assumes full bearing at all supports shown.Shim or wedge If RENEWAL DATE: 12-31-2021 fabrication.handling.shipment and Installation ofcomponents. 7.Design sumes adequate drainage is provided. March 2,2021 S.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of buss,and placed so their center TPIAWTCA 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./CompsTrus Software 6.2.3(1L}Z W.For basic connector plate design values see ESR-1311,ESR-19ee(MRek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.2" IBC 2018 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 DF 2400F LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 9=(-301) 3094 3- 9=(-300) 199 7- 8=(-3034) 203 BC: 2x4 KDDF#16BTR SPACED 24.0" O.C. 2- 3=(-3791) 403 9-10=(-256) 2603 9- 4=( -82) 766 WEBS: 2x4 KDDF STAND; 3- 4=(-3599) 410 10-11=(-178) 1889 4-10=(-919) 256 2x4 DF STAND A LOADING 4- 5=(-2831) 409 11-12=(-254) 2607 10- 5=(-148) 1366 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2853) 407 12- 8=(-288) 3018 5-11=(-145) 1352 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-3535) 397 11- 6=(-902) 255 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF 7- 8=( -708) 260 6-12=( -69) 667 12- 7=(-226) 186 OVERHANGS: 16.0" 0.0" Snow: ASCE 7-16, 25 PSF Roof Snow(Ps) Cs=1, Ce=1, Ct=1.1, I=1 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) na For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -218/ 2460V -221/ 227H 5.50" 3.94 KDDF ( 625) LIVE LOAD AT LOCATION(5) SPECIFIED BY IBC 2018. 43'- 6.2" -218/ 2385V 0/ OH 5.50" 3.82 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICONS. 2: Design checked for net)-5 osf) uplift at 24 "oc spacins. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.006" @ -1'- 4.0" Allowed = 0.133" MAX TL DEFL = -0.007" @ -1'- 4.0" Allowed = 0.178" MAX LL DEFL= -0.205" @ 17'- 11.0" Allowed = 2.130" MAX TL DEFL = -0.301" @ 17'- 11.0" Allowed= 2.840" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.092" @ 43'- 0.7" MAX HORIZ. TL DEFL = 0.135" @ 43'- 0.7" Design conforms to main windforce-resisting 21-10-12 21-07-08 system and components and cladding criteria. 7-05-13 7-02-08 7-02-08 7-02-08 7-09 7-01 1 Wind: 120 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat-2, Exp.B, MWFRS(Dir), DOL=1.6, B=45ft, L=44ft, E=4ft, Gable/Hip, Common, 12 12 Truss designed for wind loads 7.00 17. M-4x6 Q 7.00 in the plane of the truss only. 9.0" 5 44" (Max CSI: TC:0.78 BC:0.95 Web:0.99 M-5x12(S) 1 M-5x12(S) 0.25" 0.25" M-1.5x3 M-3x6 -1.5x3 o co Ao 1 2 9 10 4 11 3 ��Ep P R OFFS o M-Sx6 M-3x4 0.25" 0.25" M-3x9 M-Sx6 0 1 1 M-7x8(S) Msy(s) 1 1 �� NGINEFRS/0 , 1 8-11-01 8-11-15 7-11-08 8-11-15 8-07-13 , 2-Tr 1-04 43-06-04 89200PE JOB NAME : POLYGON 222300E - Bl Scale: 0.1360 /� WARNINGS: GENERAL NOTES, unless othewdse noted: ORE �(/� 1.Builder and erection contractor ahead be advised of all General Notes 1.This design is based only upon the parameters shown and is for an IMltydual Truss: B 1 and Warnings before construction commences. building component.Applicability of design parameters and proper Lj 4n 01 b �� 2.2x4 compression web bracing must be installed where shown.. Incorporation of component is the responsibility of Sre building designer. v "1 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at <O 1 4 2 is ow responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10 o.c.respectively unless braced throughout their length by 1 DATE: 3/1/2021 the overall structure is the responsibilityof the building designer. continuous sheathingr Such l bs aoingplyw required uiredsheat bare shown tlryxell(BC). {/V1 gin 3.In Impactofbabridging is lateral ponsibi ity of Sin where she co•t a f1 r") 1 SEQ.: K9144319 4.Nobad should cbe leeiantoonotime duntilafteralleateranti 4.Design ufWasise the aretobeseofthe respective comraco. j��I7 L� • fasteners are complete and at no time should any loads greater than 5.and ar assumes trusses are b be used in a nonmresive environment, design bads be applied b any component. and are Mr'dry condition"of use. TRANS ID: LINK 5.CanpuTms has no control over and assumes no responsibility for the O.Design assumes full bearing at all supports shown,Ohio or wedge if RENEWAL DATE: 12-31-2021 fabrication,handing,shipment and installation of components. '.Design a esadequate odrainage iobuss,a March2,2021 B.This design Is furnished subject to the limitations set roan by a.vistas shall be located on both faces of Hasa.and placed so(heir center TPIAYTCA in BCSI,copies of which will be furnished upon request. lines coinckle with)ant center lines. a.Digits indicate sire of plate in inches. MTek USA,Inc./CompuTrus Software 7.7.0-SP3(IL)-E 10.For basic connector plate design values see ESR-1311,ESR-leea(MiTek) A This design prepared from computer input by Pacific Lumber and Truss-BC # LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.2" IBC 2018 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 • TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-11=(-330) 2933 3-11=( -257) 157 18-20=( -74) 232 BC: 2x6 KDDF SS - SPACED 24.0" O.C. 2- 3=(-3581) 430 11-12=(-266) 2591 11- 4=( -3) 666 17- 7=(-1260) 183 WEBS: 2x4 KDDF STAND; 3- 4=(-3359) 316 12-16=(-208) 2110 4-12=( -770) 162 17-22=( -197) 109 t 2x4 KDDF#1&BTR A LOADING 4- 5=(-2536) 295 16-19=(-174) 2013 12-14=( -12) 769 21-20=( -23) 21 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1320) 221 19-21=(-173) 2000 14-13=( 0) 804 20-23=( -125) 397 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-1334) 218 21-24=(-205) 2081 13- 5=( 0) 807 7-22=( -3) 782 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF 7- 8=(-2541) 297 24-25=(-263) 2552 14-15=( -174) 352 23-22=( -3) 777 8- 9=(-3312) 310 25-10=(-317) 2856 16-15=( -13) 40 23-24=( -20) 750 OVERHANGS: 16.0" 0.0" Snow: ASCE 7-16, 25 PSF Roof Snow(Ps) 9-10=(-3523) 418 13-17=( -175) 136 24- 8=( -720) 163 Cs=1, Ce=1, Ct=1.1, I=1 5-17=(-1277) 177 8-25=( -11) 617 15-18=( -105) 210 25- 9=( -216) 161 M-3x4 where shown; Jts:11,13-15,18,20,22-23,25 ADDL: BC CONC LL+DL= 50.0 LBS @ 19'- 8.0" 17- 6=( -162) 1009 ADDL: BC CONC LL+DL= 50.0 LBS @ 21'- 8.0" 19-18=( 0) 38 Unbalanced live loads have been considered for this design. 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 2018. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -218/ 2326V -219/ 226H 5.50" 3.72 KDDF ( 625) 43'- 6.2" -217/ 2243V 0/ OH 5.50" 3.59 KDDF ( 625) • ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.007" @ -1'- 4.0" Allowed= 0.133" MAX TL DEFL = -0.008" @ -1'- 4.0" Allowed= 0.178" MAX LL DEFL = -0.306" @ 17'- 7.2" Allowed= 2.130" MAX TL DEFL = -0.407" @ 17'- 7.2" Allowed= 2.840" SEASONED LUMBER IN DRY SERVICE CONDITIONS 21-10-12 21-07-08 MAX HORIZ. LL DEFL = 0.048" @ 43'- 0.7" 1 'l' 1' MAX HORIZ. TL DEFL = 0.078" @ 43'- 0.7" 6-02-14 5-08-03 5-11-11 4-00 4-00 5-09-05 5-09-05 6-00-13 12 12 Design conforms to main windforce-resisting 7.00 17' Q M-4x6 7.00 system and components and cladding criteria. 4,0" Wind: 120 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-16, 6 off (All Heights), Enclosed/Pr. Open, Cat.2, Exp.B, MWFRS(Dir), DOL=1.6, B=45ft, L=44ft, E=4ft, Gable/Hip, Common, Truss designed fox wind loads M-4x6 3.1 M-4x6 in the plane of the truss only. M-5x12(S) M-5x12(S) 0.25" .3+ i�22 0 25" 'Max CSI: TC:0.59 BC:0.52 Web:0.90 I 17 M-3x8 M-1.5x3 A o A M-1.Sx3 + r + 8-00 o M-3x8 .74 '6 E o /u23 - 0 O 2 11 12 16 19 2 24 25 *60 O II 0.25" M-3x6 0.25" M-7x6 0l iltto sM-7x12(S) < IM M6xz(s> �NGEFs4O1 J., .1, Sn so# y � l l y� 9 �9-02-12 8-04-08 y 203-1y 2;01-11 8-04-08 8-11-08 9L 1-0k 2-00-04 9-m-nA y 89200PE 43-06-04 • JOB NAME : POLYGON 222300E - B1F Scale: 0.1238 W 0 I Builder GENERAL,misdeNGTsb, unless lyupontth parameters 7G OREGON A. 1.Builder and erection contractor should be advised of all General Notes 1.Thin design is based only upon the paramelem shown and Is for an individual Truss: B 1 F and warnings before canshuclion commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where Mann Y. Incorporation of component is the responsibility of the building designer. �� 0jA �1 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at JsO 14 2 y1.- la the responsibility of the erector.Additional permanent bracing of cco'ntin and al 10'hin.respectively ply unless eacetl throughout Heir length(,b 1 A continuous sheathing such as bracing required sheathir one 5 situp tlrywell(SC). µV DATE: 3/2/2 021 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where Mown++ -R R I SEQ. 4.No bad should be tl to any component until after all bracing antl 4.Installation of truss Is the responsibility of the respective contractorit 4 fasteners are complete lete and at no lime should any loads greater than 5.Design assumes busses am M be used In a noncorrosive environment, design loses be applied to any component and are for-dry condition-of use. TRANS ID: LINK 5.Corn Tmshasnocontroloverantlassumesnor 6.Design assumes ullbearingat all suppodsMown.SMmorwetlgeif RENEWAL DATE: 12 31 2021 W espansioility for vie fabrication.handing,shipment and Installation of components. 7.necessary. esg assumes adequate drainage is provided. March 2,2021 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of buss,and placed so their center TPIMTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center ling 9.Digits indicate size of plate in Inches. MITek USA,Inc./CompuTfus Software 7.7.0-SP3(fL)-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 43'- 9.5" INC 2018 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 DF 2900F LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-10=(-303) 3133 3-10=(-299) 199 BC: 2x4 KDDF #14BTR SPACED 29.0" O.C. 2- 3=(-3838) 406 10-11=(-258) 2647 10- 4=( -82) 761 WEBS: 2x4 KDDF STAND; 3- 4=(-3646) 409 11-12=(-180) 1909 4-11=(-933) 256 2x4 DF STAND A LOADING 4- 5=(-2885) 909 12-13=(-258) 2647 11- 5=(-148) 1380 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2885) 909 13- 8=(-303) 3133 5-12=(-148) 1380 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-3646) 909 12- 6=(-933) 256 BC LATERAL SUPPORT <= 12"OC. DON. TOTAL LOAD= 42.0 PSF 7- 8=(-3838) 406 6-13=( -82) 761 8- 9=( 0) 76 13- 7=(-299) 199 OVERHANGS: 16.0" 16.0" Snow: ASCE 7-16, 25 PSF Roof Snow(Ps) Cs=1, Ce=1, Ct=1.1, I=1 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2018. 0'- 0.0" -219/ 2486V -231/ 231H 5.50" 3.98 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 43'- 9.5" -219/ 2486V 0/ OH 5.50" 3.98 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.006" @ -1'- 4.0" Allowed= 0.133" MAX TL DEFL = -0.007" @ -1'- 4.0" Allowed= 0.178" MAX LL DEFT. = -0.209" @ 17'- 11.0" Allowed= 2.149" MAX TL DEFL = -0.306" @ 17'- 11.0" Allowed= 2.858" MAX LL DEFL = -0.006" @ 45'- 1.5" Allowed = 0.133" MAX TL DEFL = -0.007" @ 45'- 1.5" Allowed = 0.178" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.094" @ 43'- 4.0" MAX HORIZ. TL DEFL = 0.139" @ 93'- 4.0" 21-10-12 21-10-12 Design conforms to main windforce-resisting 7-05-13 7-02-08 7-02-08 7-02-08 7-02-08 7-05-13 system and components and cladding criteria. Wind: 120 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-16, 12 12 (All Heights), Enclosed/Pr. Open, Cat.2, Exp.B, MWFRs(Dir), 7.00 7- M-4x6 Q 7.00 DOL=1.6, B=45ft, L=94ft, E=9ft, Gable/Hip, Common, 4 0" Truss designed for wind loads 5 ,4 in the plane of the truss only. M-5x12(S) M-5x12(S) IMax csl: TC:0.80 BC:0.95 Web:0.61 0.25" 0.25" M-1.5x3 M-1.5x3 0 0 A A i n^1 7 j 0 2 10 1 12 13 8 0 Q�r PR DI-cn of M-5x6 M-3x4 1).25,, 0.25" M-3x4 M-Sx6 0 ,`��` �V� M-7x8(S) M-7x8(S) ��j NGINEFR /0 l i' 1 y y 1 ` y y 8-11-01 8-11-15 7-11-08 8-11-15 8-11-01 y y ` / 9, 1-04 43-09-08 1-04 '92 OP JOB NAME : POLYGON 222300E - B2 _i Scale: 0.1290 WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This des is based only upon the parameters shown and is for an indivkual �� O R EGO N �designTruss: B2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2z4 compression web bracing must be Installed where shown+ incorporation of component is the reWansibllity of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced al Y 20 Is Sic responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10.o.c.respectively unless braced throughout their by /O 1 continuous sheathing such as plywood sheathing(TC)and/or dnywall(BC). DATE: 3/1/2021 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ FR R 1 L�- SEK 914 4 3 21 4.No load should be applied to any component until after all bracing and 4.Inelallatim of truss is the responsibility of the respective contractor. 4• fasteners are complete and at no tine should any loads greater than 5.Design assumes trusses are to be used in a ron-wnasive environment, design bads be applied to any component. and am for'dry condition.of use. TRANS ID: LINK 6.Design assumes full bearing at all eupporiesiowrr.SMmor wedge lf RENEWAL DATE: 12-31-2021 6.conpurmcontrole has nocontrolover and=,.urnss no responsibility for the necessary. , fabdcatbn,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. March 2,2021 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of buss,and placed so their center TPI/WICA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lime. 9.Digits Indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.7.0-SP3(1L)-E II.Fe,basic connector plate design values see ESR-1311,ESR-1988(MTek) 1. This design prepared from computer input by Pacific Lumber and Truss-BC e LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.5" IBC 2018 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-12=(-331) 2971 3-12=( -256) 158 19-21=( -76) 233 BC: 2x6 KDDF SS SPACED 24.0" O.C. 2- 3=(-3625) 432 12-13=(-268) 2631 12- 4=( -3) 663 18- 7=(-1281) 185 WEBS: 2x4 KDDF STAND; 3- 4=(-3404) 318 13-17=(-209) 2147 4-13=( -771) 162 18-23=( -197) 115 2x4 KDDF#14BTR A LOADING 4- 5=(-2582) 293 17-20=(-175) 2051 13-15=( -12) 774 22-21=( -23) 21 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PEE 5- 6=(-1346) 221 20-22=(-175) 2026 15-14=( 0) 810 21-24=( -132) 397 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-1346) 220 22-25=(-207) 2113 14- 5=( 0) 814 7-23=( -3) 805 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF 7- 8=(-2573) 299 25-26=(-268) 2604 15-16=( -168) 364 24-23=( -3) 801 8- 9=(-3394) 318 26-10=(-330) 2964 17-16=( -13) 40 24-25=( -21) 774 OVERHANGS: 16.0" 16.0" Snow: ASCE 7-16, 25 PSF Roof Snow(Ps) 9-10=(-3616) 431 14-18=( -183) 132 25- 8=( -760) 165 Cs=1, Ce=1, Ct=1.1, I=1 10-11=( 0) 76 5-18=(-1298) 176 8-26=( -12) 675 16-19=( -102) 215 26- 9=( -266) 162 M-3x4 where shown; Jts:12,14-16,19,21,23-24,26 ADDL: BC CONC LL+DL= 50.0 LBS @ 19'- 8.0^ 18- 6=( -161) 1022 ADDL: BC CONC LL+DL= 50.0 LBS @ 21'- 8.0^ 20-19=( 0) 37 Unbalanced live loads have been considered for this design. BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2018. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -219/ 2350V -230/ 230H 5.50" 3.76 KDDF ( 625) 43'- 9.5" -219/ 2345V 0/ OH 5.50" 3.75 KDDF ( 625) ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0.007" @ -1'- 4.0" Allowed= 0.133" MAX TL DEFL= -0.008" @ -1'- 4.0" Allowed= 0.178" MAX LL DEFL= -0.315^ @ 26'- 2.2" Allowed= 2.144" MAX TL DEFL= -0.413^ @ 17'- 7.2" Allowed= 2.858" MAX LL DEFL= -0.007" @ 45'- 1.5" Allowed= 0,133" MAX TL DEFL= -0.008" @ 45'- 1.5" Allowed= 0.178" SEASONED LUMBER IN DRY SERVICE CONDITIONS f 21-10-12 21-10-12 f f MAX HORIZ. LL DEFL = 0.049" @ 43'- 4.0" 6-02-14 5-08-03 5-11-11 4-00 4-00 5-09-05 5-09-05 6-04-01 MAX HORIZ. TL DEFL = 0.081" @ 43'- 9.0" 12 12 Design conforms to main windforce-resisting 7.00 F7F M-4X6 Q 7.00 system and components and cladding criteria. 4.0" 6 .fif Wind: 120 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.B, MWFRS(Dir), DOL=1.6, B=45ft, L=44ft, Em4ft, Gable/Hip, Common, M-4x6 31 M-9x6 Truss designed for wind loads M-5x12(S) M-5x12(S) in the plane of the truss only. 0.25" + 19 -11 16 23 0.25" Wax CSI: TC:0.59 BC:0.53 Web:0.89 M-3x8 m o M-1.5x3 A 1 A M-1.5x3 8-00 o M-3x8 PS lA le 9, /02o ,-1M-3x8 0 O 2 12 3 17 20 2 25 26 n1 1 of �1.25" M-3x6 �.25" o 9�Q pII M-7x12(S) M-3x6 ( D GtNE / 1 1 l M 50 50#) ,t, (s) l y N 0 * -7 9-02-12 8-04-08 y 2f03-1)1 2;01-11 8-04-08 9-02-12 ./ 9 1-ok 7-nn-n4 7-ni-nti I 89200PE 93-09-08 JOB NAME : POLYGON 222300E - B2F Scale: 0.1168 WARN1.Builder GENERAL NOTES, unless otherwisear noted: �� ORE �� 1.Builtlor and erection contractor should he advised of all General Notes 1.This design is based only upon the parameters shown and Ia for an individual atx Truss: B 2 F and Warnings before construction commences. building component.Applicability of design parameters and proper 4. 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 4 2° �P4 3.Additional temporary dating b insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced al � 1 1 A, 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 (J Y DATE: 3/2/2 021 the overall structure Is the responsibility of the building designer. 4.enmous sheathing such as aping requiredPlWatiotl sheat t,erc)shoand/wn sr arywan(Bc). 3.2x Impact bridging or lateral bracing where&wwn++ fiil'iR R I�L SEQ.: K 914 4 3 2 2 4.No lied 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 and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design bads be applied to any component and are for'dry condition-of use. TRANS ID: LINK 8.Designfun bead tallsu supports d 5.CompuTmahasnocontroloverandassumesnoresponsidrtyforNe esaamee Ira ppo RENEWAL DATE: 12-31-2021 fabdcation,handling,shipment and installation of components. necessary. . 7.Peon hallbassumes adequate hdrainage is presided. March 2,2021 8.This design is famished sublet[to the limitations set forth by 8.Plates shall be boated on both faces of Woe,and placed as 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./CompuTrus Software 7.7.O.SP3(IL}E 10.For basic connector plate design values see ESR-1311,ESR-1988(MHek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 93'- 9.5" IBC 2018 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 DF 2400F; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-13=(-192) 1992 3-13=(-1113) 134 19- 7=( -273) 106 2x4 KDDF#1&BTR Ti, T2 SPACED 24.0" O.C. 2- 3=(-2954) 292 13-14=( -17) 177 3-15=( -290) 2933 7-20=(-1090) 191 BC: 2x4 KDDF #1&BTR 3- 4=(-4829) 502 15-16=(-964) 4271 13-15=( -195) 2046 20- 8=( -256) 1830 WEBS: 2x4 KDDF STAND; LOADING 9- 5=(-3928) 402 16-17=(-314) 3317 14-15=( 0) 55 20- 9=(-1139) 204 2x9 KDDF STUD A LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-3190) 359 18-19=( -8) 71 15- 4=( 0) 381 9-21=( 0) 643 DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-3123) 433 19-20=(-219) 2225 4-16=( -962) 179 21-10=( -532) 131 TC LATERAL SUPPORT <= 12^OC. UON. TOTAL LOAD= 92.0 PSF 7- 8=(-2228) 368 20-21=(-242) 2558 16- 5=( 0) 460 10-22=( 0) 308 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=(-2323) 352 21-22=(-288) 3020 5-17=( -824) 139 Snow: ASCE 7-16, 25 PIE Roof Snow(Ps) 9-10=(-3079) 397 22-11=(-285) 3025 6-17=( -265) 129 OVERHANGS: 16.0" 16.0" Cs=1, Ce=1, Ct=1.1, I=1 10-11=(-3709) 385 18-17=( 0) 50 11-12=( 0) 76 17-19=( -209) 2194 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 17- 7=( -179) 1395 ST 2: Heel to plate corner = 2.25" LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2018. 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" -219/ 2374V -231/ 231H 5.50" 3.80 KDDF ( 625) 43'- 9.5" -219/ 2403V 0/ OH 5.50" 3.84 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "cc species. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL= -0.007" @ -1'- 9.0" Allowed= 0.133" MAX TL DEFL= -0.008" @ -1'- 9.0" Allowed= 0.178" 21-10-12 21-10-12 MAX LL DEFL= -0.256" @ 19'- 3.9" Allowed= 2.144" MAX TL DEFL= -0.389" @ 19'- 3.9" Allowed= 2.858" 1-06-1)2-12 5-11 5-09-09 3-03-04 4-02-12 7-01-19 7-01-19 7-06-15 MAX LL DEFL= -0.007" @ 45'- 1.5" Allowed= 0.133^ f f f f f f f f f f MAX TL DEFL= -0.008" @ 45.- 1.5" Allowed = 0.178" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 12 7.00 M-4x6 Q 7 00 MAX HORIE. LL DEFL = 0.137" @ 93'- 9.0" 9 0" MAX HORIZ. Ti DEFL = 0.208" @ 93'- 9.0" 8 'i( \ Design conforms to main windfoxce-resisting M-3x12 3.1 system and components and cladding criteria. Wind: 120 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-16, M-1.5x3 M-3x4 (All Heights), Enclosed/Pr. Open, Cat.2, Exp.B, MWFRS(Dir), "�' DOL=1.6, B=45ft, L=44ft, E=4ft, Gable/Hip, Common, M-5x6(S) Truss designed for wind loads M-5x8(S) in the plane of the truss only. +1 +1 + 0.25" Max CSI: TC:0.74 BC:0.79 Web:0.97 +i + M-3x9 ✓/ M-9x6 ...000.7" ... .... 2 13 1 o M-3x4 9 18 19 20 21 22 "'11 of M-3x8 0l r, M-7x8 M-5x16 M-3x8 0.25" M-1.5x3 M-5x6 01 )--'M-9x6 M-7x10 M-1.5x3 M-5x8(S) 1-04 1.5x3 1-06-�2y ), ), ), ), ), y ), �CY%ED PROFESS 1-00 5-09-04 6-00-12 ,3-01-08 4-09-08 7-05-06 7-00-02 7-05-03 y j �J NG1N E ', /0 , 2-08-08 11-06-08 29-06-08 1-09 �� -9� 1-04 43-09-08 1-09 89200PE JOB NAME : POLYGON 222300E - B3 Scale, 0.1290 -•.'�• 1.WA BuiNGS: GENERAL grab, unless nlyupalEsparmeter 4�/ �OREGON ��/� 1.Builder and erection contractor shouts be advised doll General Notes 1.This design is based only upon me parameters shown and Is for an individual Truss: B3 and warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must he installed where sham a incorporation of component is the responsibility of the building designer. O �/ 1 4 1 2a 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �7 Is me responsibility of to erector.Additional permanent bracing of 2'o.c.and a110'o.c.respectively unitise braced throughout their length by ,i continuous sheathing such as ptywood ing(TC)and/or drywall(BC). 4/1/4R R 10- DATE: 3/2/2 021 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shorn.. I'C SEQ.: K 914 4 3 2 3 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 and at no time shwa any loads greater than 5.Design assumes busses am to be used In a noncorrosive environment, and TRANS I D• LINK design loads be applied to any component. 8.Designre for'dry condition's use. pearls wedge• 5.CompuTruahasnccwbdoverandassumesnoresponsibtlityforthe assameafullbaed tallw shown. f RENEWAL DATE: 12-31-2021 , ssarY- fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. March 2,2021 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of buss,and placed so their center TPIM/ICA In SCSI,capes of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTfus Software 7.7.0-SP3(1L)-E 10.Forbaalc connector plate design values see ESR-1311,ESR-1988(Web) N. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 43-06-04 STUB HIP-D SETBACK 6-00-00 FROM END WALL IBC 2018 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR; LOAD DURATION INCREASE= 1.15 (Non-Rep) 1- 2=( 0) 119 2-13=(-212) 4340 3-13=(-2886) 164 19-20=( -336) 7560 2x6 KDDF#1&BTR T2, T3 2- 3=( -6039) 302 13-14=( -18) 400 3-15=( -272) 5180 19- 8=( -312) 58 BC: 2x6 KDDF SS LOADING 3- 4=(-10398) 522 15-16=(-970) 9156 13-15=( -218) 9508 20- 8=( -538) 164 WEBS: 2x4 KDDF STAND; Snow: ASCE 7-16, 25 PSF Roof Snow(Ps) 4- 5=( -8510) 916 16-17=(-338) 7248 14-15=( -2) 254 8-21=( -306) 14 2x4 DF 2400F A; Cs=1, Ce=1, Ct=1.1, I=1, Lu=25' 5- 6=( -7522) 369 17-19=(-340) 7558 15- 4=( 0) 1248 21- 9=( 0) 656 2x4 KDDF#1&BTR B; 6- 7=( -6509) 289 18-20=( -10) 238 4-16=(-1992) 138 9-22=(-2978) 128 2x4 KDDF STUD C TC UNIF LL( 25.0)+DL( 7.0)= 32.0 PSF 0'- 0.0" TO 93'- 6.2" V 7- 8=( -7566) 338 20-21=(-344) 7742 16- 5=( 0) 1068 10-22=( -2) 2276 BC UNIF LL( 0.0)+DL( 10.0)= 10.0 PSF 0'- 0.0^ TO 93'- 6.2" V 8- 9=( -7599) 334 21-22=(-338) 7568 5-17=(-1229) 66 22-11=( -636) 60 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 19.0)= 69.0 PLF 12'- 0.0" TO 31'- 9.2" V 9-10=( -5842) 298 22-23=(-288) 6102 17- 6=( -76) 2908 11-23=( 0) 744 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 93'- 6.2" V 10-11=( -6774) 332 23-12=(-286) 6118 17- 7=(-2350) 122 11-12=(-7460) 378 11-12=( -7460) 378 7-19=( 0) 1306 TC CONC LL( 500.0)+DL( 140.0)= 690.0 LBS @ 12'- 0.0" 18-19=( 0) 122 NOTE: 2x9 BRACING AT 29"OC UON. FOR TC CONC LL( 500.0)+DL( 140.0)= 690.0 LBS @ 31'- 9.2" ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 995.0 LBS @ 6'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ADDL: BC CONC LL+DL= 995.0 LBS @ 37'- 9.5" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -218/ 4598V -111/ 121H 5.50^ 7.36 KDDF ( 625) OVERHANGS: 24.0" 0.0^ BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 93'- 6.2" -217/ 9993V 0/ OH 5.50" 7.19 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2018. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ( 2 ) complete trusses required. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. Attach 2 ply with 3^x.131 DIA GUN nails staggered: VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = -0.009" @ -2'- 0.0" Allowed= 0.200" 9" oc in 2 row(s) throughout 2x6 top chords, MAX TL DEFL = -0.010" @ -2'- 0.0" Allowed= 0.267" 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = -0.230" @ 19'- 6.0" Allowed= 2.130"xx9" oc in 1 row(s) throughout 2x4 webs. MAX TL DEFL = -0.379" @ 19'- 6.0" Allowed= 2.840" SEASONED LUMBER IN DRY SERVICE CONDITIONS ** For hanger specs. - See approved plans MAX HORIZ. LL DEFL= 0.101" @ 43'- 0.8" MAX HORIZ. TL DEFL= 0.169" @ 93'- 0.8" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 120 mph, h=22.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-16, 11-09-07 20-02-10 11-06-03 (All Heights), Enclosed/Pr. Open, Cat.2, Exp.B, MWFRS(Dir), / f f ' DOL=1.6, B=95ft, L=44ft, E=4ft, Gable/Hip, Hip, 1-00-12 i690# 12 4-06 4-06-15 2-05-09 5-03 �690# 6-07-14 5-10-03 5-07-13 5-10-06 Truss designed for wind loads n the plane of the truss only. 1-07-12 12 M-7x8(S) 12 7.0o7' M-9x8 M-3x4 0.25" M-3x4 M-5x6 Q 7•00 'Mac CSI: TC:0.48 BC:0.50 Web:).00 I y M-3x9 M-3x4 ' NIFALIEH-4x8 -1.Sx3M-9x6 5 _ _ _ ` 0 0 M-3x8 s�s�• M-3x8 . rl :;'�,i.� i6N 1 r 16 17 r 19 t` 0 2 13 19 0 M-3x9 14-3x8 0 le 20 21 22 23 *12 0 I / r^-T� I I I 0 M-5x8 0 0M-1.5x3 M-5x8 0.25" M-3x8 M-1.5x3 0 ; J• M-1.5x3 M-7x8 M-7x6(S) p 2-00 =M-8x8 'C� G0 PR©F Ss l y +4As# 1 j, l l ), *495# l ` ) , 0-114-09-04 Y 4-04-04 3-01-07, 4-11-08 6-06-02 6-07-14 5-03-06 5-08-10 , <5 �NGI NEk- ,/, -08-08 11-06-08 29-03-09 2v ,L,� 43-06-09 y 89200PE r 1-07-12 -ill t:r--� JOB NAME : POLYGON 222300E - BH1 Scale: 0.1285 WARNINGS: GENERAL NOTES, unless otherwise noted: • 1.Builder and erection contractor should be addled of all General Notes 1.This design is based only upon the parameters shown and is for an individual 7� O R EGO N �1v� Truss: BH1 and Warnings before oonsinwnou commences. building component.Applicability of deegn parameters and proper ♦ 2.2x4 compression web bracing must be installed where shown,. incorporation of component is to responsibility of the building designer. 3.Additional temporary bracing to insure stability during conettle*. 2.Deegn assumes the lap and bottom-chords b robe laterally braced at /® 1 4 is the responsibility of the erector.Additional permanent bracing of • 2'o.c.and at 10'c.c.respectively unless braced throughout their length by i 2� �v continuous sheathing such as plywood Mead sheathing(TC)and/or drywall(BC). M NV DATE: 3/2/2 021 the overall structure is the rea n?col ity of the building deeigaer. 3.2x Impact bridging or lateral bracing required where shown++ '/�R[�I 1 SEQ.: K9144324 4.No load should be applied to any component until after all bracing and S.Installation oftrussus rree neulityo^eersparorti l environment, I7 �+ fasteners are complete and at no time should any wads greater than Design assumes TRANS I D. LINK deNgn bads be applied to any component. and are for'dry condition•of use. 6.CompuTms has no Goebel over and assumes no responsibility for to 6.Design assumes full bearing al all supports sham.Shim or wedge if RENEWAL DATE: 12-31-2021 momsfabrication,handling,shipment and installation of components. Design assumes 7.Detessall eecaadequate onbothfdrainage lo hoss.d. March 2,2021 S.This design is furnished object w the limitations set foot by 8.Plates shall be located on trod faces of truss,and placed so their center TPVWTCA In BCSI,copies of which will be fumished upon request. tines coincide wain joint center lines. 9.Digits indicate side of plate in inches. MITek USA,Inc./CompuTrus Software 7.7.0-SP3(1L).E 10.For bads connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS INC 2018 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TRUSS SPAN 43.- 6.2" TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2.--( 0) 76 2-15=(-184) 2014 3-15=(-1052) 121 23- 9=( 0) 372 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-3036) 285 15-16=( -18) 186 3-17=( -336) 2565 9-24=( -709) 77 WEBS: 2x9 KDDF STAND; 3- 4=(-5095) 510 17-18=(-476) 4465 15-17=( -183) 2027 11-24=( -97) 1138 2x4 KDDF STUD A; LOADING 4- 5=(-4066) 397 18-21=(-310) 3418 16-17=( 0) 54 24-12=( -706) 132 2x4 DF STAND B; LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-3203) 395 19-20=( O) 0 17- 4=( 0) 406 12-25=( 0) 366 2x6 ROOF #2 C DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( 0) 0 20-22=( -8) 77 9-18=(-1054) 214 25-13=( -10) 174 TOTAL LOAD= 42.0 PSF 6- 8=(-2619) 372 22-23=(-251) 2704 18- 5=( 0) 486 13-19=(-3924) 315 TC LATERAL SUPPORT <= 12"OC. UON. 8- 9=(-2664) 387 23-29=(-248) 2658 5-21=(-1025) 147 BC LATERAL SUPPORT <= 12"OC. UON. Snow: ASCE 7-16, 25 PSF Roof Snow(Ps) 9-11=(-2475) 358 29-25=(-273) 2914 20-21=( 0) 83 Cs=1, Ce=1, Ct=1.1, I=1, Lu=25' 10-11=( 0) 0 25-14=(-298) 2984 21- 6-=( -92) 1184 11-12=(-2995) 380 21-22=( -244) 2696 NOTE: 2x9 BRACING AT 24^OC UON. FOR 12-13=(-3582) 361 21- 8=( -382) 125 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 13-14=( -318) 158 22- 8=( -141) 137 LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2018. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 8-23=( -251) 139 OVERHANGS: 16.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -218/ 2965V -154/ 160H 5.50" 3.94 KDDF ( 625) 43'- 6.2" -218/ 2913V 0/ OH 5.50^ 3.86 KDDF ( 625) M-3x4 where shown; Jts:4,9,12,18,23,25 JT 2: Heel to plate corner = 2.25" •• For hanger specs. - See approved plans !COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL= -0.007^ @ -1'- 4.0^ Allowed= 0.133" MAX TL DEFL= -0.008" @ -1'- 4.0" Allowed= 0.178" MAX LL DEFL= -0.250" @ 20'- 6.2" Allowed= 2.130" 15-11-11 11-10-02 15-08-07 MAX TL DEFL= -0.366^ @ 20'- 6.2" Allowed= 2.840" SEASONED LUMBER IN DRY SERVICE CONDITIONS 1-02-09 6-02-02 4-06-09 3-02-11 5-03-08 5-00 MAX HORIZ. LL DEFL = 0.157" @ 43'- 0.8" 1-g5- 5 f 6-08-02 0-04 15 �4-00-14 ��15 5-00 MAX HORIZ. TL DEFL = 0.227" @ 93'- 0.8" '�( 15-09-12 T 15-06-08 Design conforms to main windforce-resisting system and components and cladding criteria. 12 M-4x6 M-3x8 M-4x6 12 7.00 Q 7.00 Wind: 120 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-16, M-SX8(S) (All Heights), Enclosed/Pr. Open, Cat.2, Exp.B, MWFRS(Dir), DOL=1.6, B=45ft, L=49ft, E=4ft, Gable/Hip, Hip, 0.25" Taruss designed for wind loads n the plane of the truss only. * +1 'Max CSI: TC:0.95 BC:0.86 Web:1.00 M-3x6 M-4x6 -1.5x3 N ,I4"17 t� 18 r� 9 '�I- O 2 15 16 . . 19 20 cr, 22 23 9 25 "+19 of k--y -3x8 oI of M-1.5x3 M-7x6 0.25 1 1-04 M-4x8 M-7x10 M-7x8 M-7x8+ o J. M1.5x3 M-5x8(S) 1-05- 5 y l l l l 1, 1, .1.1-0013 6-06-06 5-01-14 1-02 4-11-08 3-11-02 4-00-14 7-06 7-07-12 GJ` �0 PR OFFy Y .1'l-08-08 11-06-08 yy 29-03-04 y IC? NGINEF S�,S 0 15-03-04 1-00-04 28-03 I 'j7 1-04 43-06-04 y L / 92OoP JOB NAME : POLYGON 2 2 2 3 0 0E - BH2 Scale; 0.1235 4 �� 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 shovm and is for an Individual '7 OREGON R EG ON Truss: BH2 and Warnings before combustion commences. building component.Applicability of desgn parameters and proper L �N L. 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is me responsibility of me building designer. 1 A. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chords to be laterally bated at <O r 1A Q �� Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and et 10'as.respectively unless braced throughout their length by Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 1 NV DATE: 3/2/2 021 the overall structure is the responsibility of me building designer. 3.2x Impact bridging or lateral bracing required where shown t• FR R I L\- S EQ.• K 914 4 3 2 5 4.No bad should be applied to any component until after all bracing and 4.Installation of buss is the responsibility of the respective contractor. f1 • fasteners are complete and at no time should any loads greater than 5.Design assumes trusses am robe used in a non-corrosive environment, TRANS ID: LINK design bads be applied to any component. and are for-dry condition.of use. S.CompuTms has no control over and assumes no responsibility for the 8.Design assumes N am llbeeriigatalleupporlash .Shimarwadgeif RENEWAL DATE: 12-31-2021 mcessary. Design fabrication,handing,shipment end Installation of components. 7.Design assumes ode drainage to provided. March 2,2021 8.This design is furnished subject to the limitations set formon by 8.Plates shall be bcatetl on both(aces of buss,and placed w their center TPI/WTCA In BCSI,copies of which will be furnished upon request lines coincide with joint center Nees. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.7.0-SP3(1L).E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) I. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS IBC 2018 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; 1- 2=( 0) 76 2-15=(-304) 2153 3-15=(-1133) 179 23-10=( -66) 475 2x4 DF 2400F Ti TRUSS SPAN 43'- 6.2" 2- 3=(-3236) 452 15-16=( -27) 191 3-17=( -478) 2723 10-24=( -677) 168 BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 3- 4=(-5379) 796 17-18=(-699) 4749 15-17=( -304) 2175 11-24=( -172) 1176 WEBS: 2x4 ROOF STAND; SPACED 24.0" O.C. 4- 5=(-4372) 645 18-21=(-455) 3683 16-17=( 0) 57 24-12=( -550) 116 2x4 KDDF STUD A; 5- 6=(-3578) 652 19-20=( 0) 0 17- 4=( 0) 436 12-25=( 0) 344 2x4 DF STAND B; LOADING 6- 7=( 0) 0 20-22=( -11) 88 4-18=(-1058) 249 25-13=( -10) 157 2x6 ROOF #2 C LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 6- 8=(-2971) 596 22-23=(-381) 3047 18- 5=( 0) 486 13-14=(-3649) 463 DL ON BOTTOM CHORD= 10.0 PSF 8-10=(-3012) 630 23-24=(-371) 3005 5-21=( -881) 148 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF 9-11=( 0) 0 24-25=(-384) 3154 20-21=( 0) 83 BC LATERAL SUPPORT <= 12"OC. UON. Snow: ASCE 7-16, 25 PSF Roof Snow(Ps) 10-11=(-2800) 565 25-14=(-428) 3183 21- 6=( -166) 1223 11-12=(-3347) 618 21-22=( -372) 2981 Cs=1, Ce=1, Ct=1.1, I=1, Lu=25' 12-13=(-3836) 585 21- 8=( -420) 94 NOTE: 2x4 BRACING AT 24"OC UON. FOR 13-14=( -340) 170 22- 8=( -141) 137 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8-23=( -363) 224 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2018. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 16.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -229/ 2613V -156/ 162H 5.50" 4.18 KDDF ( 625) 43'- 6.2" -218/ 2560V 0/ OH 5.50" 4.10 KDDF ( 625) M-1.5x4 or equal at non-structural vertical members (uon)n ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. JT 2: Heel to plate corner= 2.25" VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 sa For hanger specs. - See approvel g11g5s.11 3-10-02 19-08-07 MAX LL DEFL= -0.007" @ -1'- 4.0" Allowed= 0.133" 4 . ' 1' MAX TL DEFL = -0.008" @ -1'- 4.0" Allowed= 0.178" 1-02-09 6-02-02 0-11 0-04-14 5-03-08 5-00 MAX LL DEFL = -0.285" @ 20'- 6.2" Allowed= 2.130" MAX TL DEFL = -0.399" @ 20'- 6.2" Allowed= 2.840" 1-05- 5 6-08-02 4-00-08 3-08 ` `3-07-10 5-00 SEASONED LUMBER IN DRY SERVICE CONDITIONS �� ` `4' ' 4 I I I f 1 4' 1' MAX HORIZ. LL DEFL = 0.176" @ 43'- 0.8" 15-09-12 15-06-08 ` MAX HORIZ. TL DEFL = 0.246" @ 43'- 0.8" 12 I M-3x8 .-3x4 12 7.00 'C]7.00 Design conforms to main windforce-resisting system and components and cladding criteria. M-5x6 M-5x6 Wind: 120 mph, h=25.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-16, M-5X8(S) M-5x6(S) (All Heights), Enclosed/Pr. Open, Cat.2, Exp.B, MWFRS(Dir), DOL=1.6, B=45ft, L=44ft, E=4ft, Gable/Hip, Hip, 0.25" / ,� \ 0'25" Truss designed for wind loads \" in the plane of the truss only. / +1 + + + ii MaxI Col: TC:0.66 BC:0.90 web:1.00 *M-3x8 M-3x4 M-sx6 4 -1.Sx3 o �ti m IG:t;F7• - - - C o 2 15 16 o M-3x4 0 19 20 M 22 23 29 25 es 19 O 'o M-3x8 0' o' M-1.5x3 M-7x6 M-3x4 0.25" M-3x4 M-7x8+ o M-4x8 M-7x10 M-7x8 , My1.5x3 M-5x8(S) 1-0 s-1 .. r y y )' j' ,L y y j' y 08--08 3 6-06-01-06-08 01-19 1-02 4-11-08 3-11-02 9-00-29-03-04 7-06 7-07-12 y ��E G N oFFS,s/ ,, l ), �\ GN FR 9# 15-03-04 1-00-04 28-03 �/ -j7 i-04 43-06-04 y 89200PE 1 JOB NAME : POLYGON 222300E - BH3 • Scale: 0.1235 WARNINGS: GENERAL NOTES, unless ohenese noted: /'� /' 1.Builder and erection contractor should be advised of all General Notes 1.bu This design is based only upon the parameters slaws and Is for an individual OREGON N �4(/� Truss: BH3 and Warnings before conscbon commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is he responsibility of he building designer. Z.. 3.Additional temporary easing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at /O '1)' 26 P is he responsibility of he erector.Additional permanent bracing of 2.o.c.and at 10.o.c,respectively unless braced throughout their length by 4 1 DATE: 3/2/2 021 the overall structure is he re bili f the buildin desi continuousdgnorsheathing such l b aciplyn re shed where s awns drywall(BC). ^^ sponai ty o g designer. 3.2x Impact bridging o lateral bracing required where shown++ \R R i 1 SEQ.: K 914 4 3 2 6 4.No load should be applied to any component until after all bracing and 4.Installation of buss is he responsibility of he respective contractor. /�11 4 fasteners are complete and at no time should any loads greeter than 5.Design assumes busses are to be used in a noncorrosive environment. TRANS I D: LINK design loads be applied toany component. and are for'dry condition.of use. 5.CanpuTms has nocontol over and assumes no responsibility for 0o 8.Deagnasaumesfullbeadngatallsuppartsslawn.Shiemeedgeif RENEWAL DATE: 12-31-2021 fadicatlon,handling,shipment and installation of components. Design assumes s 7.Design hall eeaaed on bethfa drainage Isbus,provided, M arch 2,2021 8.This design is rumished object to he limitations get rodh by e.Plates snap be locates on born faces of buss,and placed so their center TPI/WTCA In BCSI,copies of which wail be finished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CarnpuTrus Software 7.7.0-SP3(1L)-E 10.For basic connector plate design values see ESP-1311.ESR-1988(Wok) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0" ICONS. 2: Design checked for net(-5 osf) uplift at 24 "oc soacins. TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF#1&BTR SPACED 24.0" O C Design conforms to main windforce-resisting system and components and cladding criteria. 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 Wind: 120 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-16, DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed/Pr. Open, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD= 42.0 PSF DOL=1.6, B=45ft, L=21ft, E=9ft, Gable/Hip, Common, Truss designed for wind loads Snow: ASCE 7-16, 25 PSF Roof Snow(Ps) in the plane of the truss only. Cs=1, Ce=1, Ct=1.1, I=1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2018 AND IRC 2018 NOT BEING MET. M-1x2 o equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'Max CSI: TC:0.00 BC:0.00 Web:0.00 I 10-03 10-03 T T T 12 IIM-4x4 12 14.00 14.00 4llIllI1iIlIIh ,. o .........................................................................Lemo,,,,,,,,,.,.........m.........,............................moll. -M-6x6 -M-6x6 l l y (5ED PROFFS l l 6-10-15 13-07-01 l ) �� GNGINE.&. `s/02� 0-08 20-06 0-08 89200PE % JOB NAME : POLYGON 222300E - Cl -,+1�r Scale: 0.2149 1.BuWARNilder G.This design is NOTES, iuy unless otherwiseparameters �OREGON tx �� 1.Builtlar and erection contractor should be advised of all General Notes 1.Thin design is based only upon the parameters shown and Is for an individual Truss: Cl and Warnings before consnuceon commences. building component.Applicability of design parameters and proper 4.2.2x4 compression web bracing must be installed where shown«. incorporation of component is the responsibili y of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and Doty unless chortle to be laterally braced at is the responsibility of the erector.Additional permanent breurg of T o.c.and at 10 o.c.respectively braced throughout their length by /O . y 14, 20 DATE: 3/1/2021 the overall structure is the responsibility of the building designer. 251cp Impact sheathing such as plywood requisheared here s ossn a adrywen(Bc). 3.2x Impact bridging or lateral bracing requiretl where shown«* FR R I L�- SEQ.: K 914 4 3 2 7 4.No load should be applied to any component until alter all bracing and 4.mstallalton of truss is the respo e y of the respective contractor. h fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment, design loans be applied to any component. and are for• n dry conditio of use. TRANS ID: LINK 5.GampaTma has no control over antlaewmes oresponNdliyforthe 8.Desgnassumes full bearing at all supports shown.Shim or wedge if RENEWAL DATE: 12-31-2021 ry fabrication,handling,shipment and installation of components. Design as 7.PeN salelcaeduate onbath"nage Is aesdosese° March 2,2021 a,This design is rurnlehetl subject to the limitations set roan by e.Plates snap be located on both races or truss,and dated so their caner TPIMRCA in Bcsl,copies of which win be furnished upon request, lines coincide with pint center lines. 9.Digits indicate size of plate in inches. MTek USA,Inc./CompuTrus Software 7.7.0-SP3(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) L This design prepared from computer input by Pacific Lumber and Truss-BC f LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0" IBC 2018 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2- 8=(-74) 762 3- 8=(-318) 250 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2- 3=(-1330) 163 8- 9=(-41) 481 8- 4=(-158) 700 r WEBS: 2x4 KDDF STAND 3- 4=(-1271) 258 9- 6=(-74) 762 4- 9=(-158) 700 LOADING 4- 5=(-1271) 258 9- 5=(-318) 250 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1330) 163 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( 0) 57 TOTAL LOAD= 42.0 PSF OVERHANGS: 8.0^ 8.0" Snow: ASCE 7-16, 25 PSF Roof Snow(Ps) BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA Cs=1, Ce=1, Ct=1.1, I=1 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -103/ 1296V -256/ 256H 5.50" 2.07 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 20'- 6.0" -102/ 1296V 0/ OH 5.50" 2.07 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2018. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POE. ICONS. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing. 10-03 10-03 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" 5-02 5-01 5-01 5-02 MAX LL DEFL = -0.033" @ 6'- 10.9" Allowed = 0.979" 1 '' '1' 1' T MAX TL DEFL = -0.046" @ 6'- 10.9" Allowed= 1.306" 12 12 MAX LL DEFL = -0.000" @ 21'- 2.0" Allowed= 0.067" M-4x6 MAX TL DEFL = -0.001" @ 21'- 2.0" Allowed = 0.089" 14.00 7 \14.00 SEASONED LUMBER IN DRY SERVICE CONDITIONS 4.0" 4 MAX HORIZ. LL DEFL = 0.011" @ 20'- 0.5" 1 MAX HORIZ. TL DEFL = 0.015" @ 20'- 0.5" tr.r Design conforms to main n windforce-resisting system and components cladding criteria. Wind: 120 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.B, MWFRS(Dir), DOL=1.6, B=45ft, L=21ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 'max CSI: TC:0.61 BC:0.47 Web:0.44 I \ / 0 0 0 0 o M-3x4 a0.25" M-3x4 M-3x4 0 M-5x6(S) � q PR Ope y y .1, y N s 6-10-15 6-08-02 6-10-15 . ,3NGEk- /0 1,l l l �N0-08 20-06 0-08 89200PE JOB NAME : POLYGON 222300E - C2 Scale: 0.2092 -di iip, - 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 -y/ OREGON R ki Truss: C2 and Warnings before construction commences. bulking component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown.. incorporation of component is os responsibility of the building deeoner. �] 3.Additional temporary bracing to insure stability during construction 2.Design assumed the top and bottom chortle to be laterally Mooed at 7 Y 1d 2" Is the responsibility d the erector.Additional permanent bracing of Y o.c.and at 10'o.c.respectively unless braced throughout their length by /O T> continuous sheathing such as plywood eheathing(TC)and/or drywall(BC). YYY�� DATE: 3/1/2021 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown n+ ��C7 �� 4.No load should be applied b any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. n SEQ.: K 914 4 3 2 8 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, TRANS I D: LINK design bads be applied to any component_ 8.and are aoeaur dmes alry lnbead g al all supports shown.Shim o wedge if 5.CanpuTmshasnocontroloverandassumesnoresponsibiliyfortha �ry, tion..of RENEWAL DATE: 12-31-2021 fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. March 2,2021 6.This design is furnished subject to the limitations set forth by a.Plates shall be located on both faces of buss,and placed so their center TPIAWTGA 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 7.7.0-SP3(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1999(Web) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 20-06-00 GIRDER SUPPORTING 43-06-04 FROM 7-00-00 TO 20-00-00 IBC 2018 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 56 2- 9=(-616) 5828 2- 3=(-9830) 966 12- 7=( -798) 148 BC: 2x8 KDDF#1&BTR 2- 3=( -9830) 966 9-10=(-616) 5830 9- 3=( -78) 138 7-13=( -196) 2176 WEBS: 2x4 KDDF STAND; LOADING 3- 4=( -9536) 1014 10-11=(-618) 6082 3-10=( -96) 668 7- 8=(-10692) 1058 2x4 KDDF STUD A; Snow: ASCE 7-16, 25 PSF Roof Snow(Ps) 4- 5=( -6886) 816 11-12=(-510) 5788 10- 4=( -476) 4614 2x6 KDDF #2 B Cs=1, Ce=1, Ct=1.1, I=1 5- 6=( -6888) 816 12-13=(-592) 6336 4-11=(-3384) 460 6- 7=( -9052) 966 13- 8=(-594) 6356 11- 5=(-1166) 9782 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 25.0)+DL( 7.0)= 32.0 PSF 0'- 0.0" TO 20'- 6.0" V 7- 8=(-10692) 1058 11- 6=(-2812) 400 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 10.0)= 10.0 PSF 0'- 0.0" TO 20'- 6.0" V 6-12=( -392) 3748 BC UNIF LL( 519.0)+DL( 352.9)= 871.9 PLF 7'- 0.0" TO 20'- 0.0"V OVERHANGS: 8.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ADDL: BC CONC LL+DL= 4411.0 LBS @ 6'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -816/ 8183V -244/ 248H 5.50" 13.09 KDDF ( 625) Jam' ( 2 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 6.0" -985/ 9924V 0/ OH 5.50" 15.88 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2018 AND IRC 2018 NOT BEING MET. nails staggered: CAI 9" oc in 1 row(s) throughout 2x4 top chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP /)(v)(\ 5" oc in 2 row(s) throughout 2x8 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 1 row(s) throughout 2x4 webs, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 2 row(s) throughout 2x6 webs. 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 = -0.073" @ 14'- 7.7" Allowed= 0.979" 10-03 10-03 MAX TL DEFL = -0.151" @ 5'- 10.3" Allowed= 1.306" SEASONED LUMBER IN DRY SERVICE CONDITIONS 3-02-04 2-11-08 4-01-04 4-01-04 2-09-12 3-04 MAX HORIZ. LL DEFL = 0.016" @ 20'- 0.5" MAX HORIZ. TL DEFL = 0.036" @ 20'- 0.5" 12 12 10,5"M-7x8 14.00 5 ,e---,f 14.00 Design conforms to main windforce-resisting 4\1," system and components and cladding criteria. Wind: 120 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.B, MWFRS(Dir), DOL=1.6, B=45ft, L=21ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. M-3x6 IMax CSI: TC:0,49 BC:0.76 Web:0.98\* . //1lI 10 11 12 13 8 0 I M-3x12 M-7x12 0.25" M-7x10 M-3x12 0 o J. J. +9911# M-10 J. �0(S) J. l J. •�,ED PROFec, 3-02-04 2-08 4-04-12 4-04-12 2-08 3-02-04 ,S\� GIN EFR /02 1 1 y 0-08 20-06 Q 89200PE 9 JOB NAME: POLYGON 222300E - C3 Scale: 0.1958 WARNINGS: G.This GENERAL design unless othetwiupon the -�� OREGON �<v� 1.Builder and erection contractor should be advised of all General Noted 1.This design is basso only upon the parameters shown end is for an Individual Truss: C3 and Warnings before construction commences, building component.Applicability of design parameters and proper A_ 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 4-1 oc 1�O ..L 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at /O 17 r 14 e Me responsibility of the erector.Additional permanent bracing of 2'oc.and et ealir o.c.sack a pl unless eacetl throughout heir length by continuous sheathing such as plywoed aheaming(TC)and/or drywall(BC). 44 DATE: 3/2/2 021 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ' R R U- SEQ.: K 914 4 3 2 9 4.No load should be applied b any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any beds greater than 5.Design assumes busses are to be used in a non-corrosive environment, TRANS I D• LINK design bads be applied to any component. and are for'dry condition'of use. 5.CompuTms has no control over and assumes no responsibility for the assumes full bean asbearing at all supports shown.Shim or wedge If RENEWAL DATE: 12-31-2021 fabrication,handing,shipment and installation of components. necessary. • '.Design assumes adequate drainage is provided. March 2,2021 8.This design is fumished subject to the limitations set forth by 8.Plates shall be located on both faces of buss,and placed sorer center TPI/WfCA In SCSI,copies of which we be furnished upon request. tines coincide with joint center limes. 9.Digits indicate sun of plate in inches. MITek USA,Inc./CompuTrus Software 7.7.0-SP3(1L)-E 10.For basic connector plate design values see ERR-1611,EBR-1988(MTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting r system and components and cladding criteria. 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 Wind: 120 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-16, DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed/Pr. Open, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD= 42.0 PSF DOL=1.6, B=45ft, L=12ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads Snow: ASCE 7-16, 25 PSF Roof Snow(Ps) in the plane of the truss only. Cs=1, Ce=1, Ct=1.1, I=1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall SON. REQUIREMENTS OF IBC 2018 AND IRC 2018 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'Max CSI: TC:0.00 BC:0.00 Web:0.00 I 5-10 5-10 i' 1 1' 12 11M-4 x4 12 14.00 P �„ 14.00 /4\ I. 0 0 -6x6 -M-6x` ,1, (Yvo PR°Fes o-08 11-08 0-0s ��5� �tJGiNEFR'�/92� 89200PE % JOB NAME: POLYGON 222300E - D1 Scale: 0.3959 WARNINGS: GENERAL NOTES, unless otherwise noted: /,' 1.Builder and erection contractor should be addsed of all General Notes 1.This design is based only upon the parameters shovm and Is for an Individual O R EGON 1(/ Truss: D 1 and Warnings before constriction commences. building component.Applicability of design parameters am proper I/A� 2.2x4 compression web bracing must be installed where shown v. incorporation of component Is the responsibility of the building designer. �/ -/L7 201 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lap and bottom chords m be laterally braced al '7 1 is the responsibility of the erector.Additional permanent bracing of T o.c.and at 10'o.c.respectively unless braced throughout their length by t continuous sheathing such as plywood sheathing(TC)and/or drywan(BC). DATE: 3/1/2021 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or laurel bracing required where Mo... R R 1 i....\- 4.No load should be applied to any component until aver all bracing and 4.Installation of Miss is the responsibility of the respective contactor. SEQ.: K 914 4 3 3 0 fasteners are complete and at no time should any loads greater man 5.Design assumes trusses are to be used in a non-corrosive environment, and tion.of use. TRANS I D: LINK design loads be applied to any component. g,Design assumes ful for'dry l bearingal all supports shown.Shim or wedge if 5.CernpuTmshasnocontdewxandassumesnoreironsibilityfortenece�ryRENEWAL DATE:12 31 2021 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is prodded. March 2,2021 8.This design is famished subject to the limitations set form by 5.Plates shall be located on both faces of buss,and placed so their center • TPIMTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.7.0-SP3(IL}E 10.For basic connector plate design values see ESR-1311,ESR-1988(MRek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0" IBC 2018 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-6=(-9) 313 6-3=(0) 353 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-735) 80 6-4=(-9) 313 WEBS: 2x9 KDDF STAND 3-9=(-735) 80 LOADING 4-5=( 0) 57 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 8.0" 8.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Snow: ASCE 7-16, 25 PSF Roof Snow(Ps) 0'- 0.0" -58/ 867V -147/ 147H 5.50" 1.39 KDDF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 11'- 8.0" -58/ 867V 0/ OH 5.50" 1.39 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2018. ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 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" 5-10 5-10 MAX LL DEFL = -0.000" @ 12'- 9.0" Allowed = 0.067" f 'f ,r MAX TL DEFL = -0.001" @ 12'- 9.0" Allowed = 0.089" 12 12 MAX TC PANEL LL DEFL = 0.227" @ 8'- 6.4" Allowed = 0.557" M-4x6 MAX TC PANEL TL DEFL= 0.372" @ 3'- 9.0" Allowed = 0.835" v- 19.00 14.00 SEASONED LUMBER IN DRY SERVICE CONDITIONS 3 4.0" A► MAX HORIZ. LL DEFL= 0.003" @ 11'- 2.5" RIMAX HORIE. TL DEFL= 0.004" @ 11'- 2.5" Design conforms to main windforce-resisting �" system and components and cladding criteria. A111111111111111111 Wind: 120 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.B, MWFRS(Dir), DOL=1.6, B=45ft, L=12ft, E=9ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. Max CSI: TC:0.84 BC:O.33 Web:0.16 I ri a N o M-3x4 M-1.5x3 M-3x4 y 5-10 y 5-10 ,I, QED PR OFF 0-08 11-08 0-0e ��' NG�NEF,4`r�0� 9 89200PE v JOB NAME : POLYGON 222300E - D2 . r.., Scale: 0.3986 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 yG O R EGON �4/i Truss: D2 and warnings before construction commences. building component.Appllcablity 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.Adtliconal temporary bracing to Insure stability debe construction 2.Design assumes the top and bottom chords to be laterally Mated at Is the reeponsiMlity of the erector.Additional permanent Mating of 2'o.c.and at 10'o.c.respectively unless braced throughput their length by /O 14,20 DATE: 3/1/2021 the overall structure is the responsibilityof the building designer. continuous sheathing nr such as plywood bracing r airedsheal where s orsnand/ tlryxall(Bc). 3.In Impactobuss bridging o the lateral Macl�required where shown a a FR R 1 L- SEQ. K9144331 4.Nobed should beappiedfuany component until after all Masr them 4.Design asofest ie.aretonei used of the respective contractor. fasteners are complete to at no time should any loads greater glen s.Design assumes paws are to be usetl in acrop-corrosive environment, design bads be applied to any component. and are for'dry condition.'of use. TRANS ID: LINK 5.ConpuTms has no control over and assumes no responsibility for the 6.Design assumes fullbearing el all supports ehown.SMmo wedge lf RENEWAL DATE: 12 31 2021 fabrication,handing,shipment and installation of components. Desessary_ '.Design assumes adequate n drainage'o truss, March 2,2021 8.This design is famished subject to the limitations set forth by S.Plates shall be located on boor faces of Wee,end placed on their center TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center tines. 9.Digits Indicate size of plate in Motes. MITek USA,Inc./CornpuTras Software 7.7.I-SP3(1L)-E to.For basic connector date design values see ESR-1311,ESR-1988(MITek) t This design prepared from computer input by Pacific Lumber and Truss-BC r LUMBER SPECIFICATIONS 11-08-00 GIRDER SUPPORTING 43-06-04 FROM 0-00-00 TO 4-08-00 IBC 2018 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-5944) 580 1- 7=(-348) 3458 7- 2=( -234) 2582 BC: 2x6 KDDF #1&BTR 2- 3=(-4090) 470 7- 8=(-346) 3434 2- 8=(-1450) 210 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-4088) 468 8- 9=(-186) 2442 8- 3=( -672) 5816 2x8 DF SS A; Snow: ASCE 7-16, 25 PSF Roof Snow(Ps) 4- 5=(-4226) 396 9- 5=(-186) 2440 8- 4=( -84) 438 2x6 KDDF #2 B Cs=1, Ce=1, Ct=1.1, I=1 5- 6=( 0) 56 4- 9=( -208) 62 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 25.0)+DL( 7.0)= 32.0 PSF 0'- 0.0" TO 11.- 8.0"V BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 10.0)= 10.0 PSF 0'- 0.0" TO 11.- 8.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC UNIF LL( 519.0)+DL( 352.9)= 871.9 PLF 0'- 0.0" TO 4'- 8.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 0.0" 8.0" 0'- 0.0" -626/ 6381V -140/ 136H 5.50" 10.21 KDDF ( 625) ADDL: BC CONC LL+DL= 4493.0 LBS @ 5'- 8.0" 11'- 8.0" -351/ 3659V 0/ OH 5.50" 5.85 KDDF ( 625) ST 1: Heel to plate corner = 4.25" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2018 AND IRC 2018 NOT BEING MET. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. r' ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 nails staggered: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL= 0.018" @ 5'- 10.0" Allowed= 0.537" �/,/ 9" oc in 1 row(s) throughout 2x4 top chords, MAX TL DEFL = -0.051" @ 5'- 10.0" Allowed= 0.717" /x`/J(\ 5" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = -0.000" @ 12'- 4.0" Allowed= 0.067" 9" oc in 1 row(s) throughout 2x9 webs, MAX TL DEFL = -0.000" @ 12'- 4.0" Allowed= 0.089" 9" oc in 2 row(s) throughout 2x6 webs. SEASONED LUMBER IN DRY SERVICE CONDITIONS 5-10 5-10 ` MAX HORIZ. LL DEFL = -0.004" @ 11.- 2.5" I MAX HORIZ. TL DEFL = 0.013" @ 11'- 2.5" 3-03 2-07 2-07 3-03 T T 1' T 1' 12 12 Design conforms to main windforce-resisting M-5x6 system and components and cladding criteria. 14.00 P \14.00 3 5.0" Wind: 120 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-16, AL (All Heights), Enclosed/Pr. Open, Cat.2, Exp.B, MWFRS(Dir), 121 DOL=1.6, B=45ft, L=12ft, E=4ft, Gable/Hip, Common, Truss designed for wind loads n the plane of the truss only. IMax CSI: TC:0.16 BC:0.47 Web:0.57 M-3x6 11111"110; M-4x4 M-5x12 Al A . C711 ILL of 1" T 8 =\, f M-3x8 M-8x10 M-1.5x3 M-5x12 o y y ♦y49 93# y y �� c$' p P R OF'Fs .1, y l 3-01-04 2-08-12 2-08-12 3-01-04 ,w,``GIN E 11-08 0-08 .4 `v �d9 k'? ;9200P s JOB NAME : POLYGON 222300E - D341111,00/P Scale: 0.2899 ' - / �� __-- WARNINGS: GENERAL NOTES, unless otherwise noted 1.Builder and erection contractor constructionouldbeadaseed Wall General Notes 1.TMs design is based ony ofupontheparametersshownandismranindividual �� OREGON �tci� Truss: D3 and Warnings before construction commences. building component.Applicability design parameters and proper 2.20 compression web bracing must be installed where shown+. Incorporation of component is the responsibility W the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced et /O y A'A O �� is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.such a vely amass biased throughout their length by 'i L DATE: 3/1/2 021 the overall structure is the re continuous sheathing such as plywood sheathing(TC)and/or drywall(SC). responsibility W me building designer, 3.24 Impact bilging or lateral bracing required where shown++ fiR R 1 LL SEQ.: K 914 4 3 3 2 4.No load should be applied to any component until after all bracing and 4.Installation of buss is the responsibility of the respective contractor fasteners are complete and at no One should any loads greater than 5.Design a es busses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for assumes condition.of use. 5.CompuTms has no control over and assumes no responsibility for the 8.Design assumes full bearing at all suppa sh own. RENEWAL DATE: 12-31-2021 necessary. fabication,handing,shipment end installation ofcomponents. '.Pat aa b ea adequated drainage'of bus a March 2,2021 s.This design is furnished subject to me limitations set norm by e.Plates shall be located on both races or buss,and paced so their tamer TPIIWTCA in SCSI,copes W 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 7.7.0.SP3(1L(.E le.For basic connector plate design values see ESR-1311,ESR-1988(Mrl'ek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 7.0" IBC 2018 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 98 2-4=(0) 0 BC: 2x9 KDDF#1&BTR SPACED 24.0" O.C. 2-3=(-92) 19 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: 16.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -45/ 357V 0/ 29H 31.00" 0.57 KDDF ( 625) 2'- 6.2" -26/ 64V 0/ 0H 1.50" 0.10 KDDF ( 625) Snow: ASCE 7-16, 25 PSF Roof Snow(Ps) 2'- 7.0" -18/ 25V 0/ 0H 0.00" 0.00 KDDF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICONS. 2: Design checked for net(-5 osf) uplift at 29 "oc spacing. 4.00 ' REQUIREMENTS OF IBC 2018 AND INC 2018 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.007" @ -1'- 4.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.008" @ -1'- 4.0" Allowed= 0.178" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 2'- 6.2" MAX HORIZ. TL DEFL = -0.000" @ 2'- 6.2^ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 120 mph, h.-15ft, TCDL=9.2,BCDL=6.0, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.B, MWFRS(Dir), DOL=1.6, B=45ft, L=3ft, E=9ft, Gable/Hip, Common, Truss designed for wind loads in the plane of the truss only. IMax CSI: TC:0.18 BC:0.14 Web:0.00 N/- Of 4 M-3x9 l l l 1-04 2-07 R ��ED P Opp oN GINEFR /04,9r 89200PE JOB NAME : POLYGON 222300E - H1 • Scale: 0.9388 • WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON 4444,� 1.Builder and erection contractor shouldbe advised of all General Notes 1.This design la based only upon the parameters shown and is for an Individual Truss: H 1 and Warnings before,sets cibn commences. building component.Applicability of design parameters and proper 4. �� 2.2v4 compression web bracing must be installed where shown�. incapaation of component is the responsibility of the building designer. Al3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at I 2O is the responsibility of the erecter.Additional permanent bracing of 7 o.c.and a110.o.c.respectively unless braced throughout their length by /O 14, continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 3/1/2 021 the overall structure Is the responsibility of the building designer. 3.2v Impact bridging or lateral bracing required where shown 4. FR SEQ.: K 914 4 3 3 3 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contactor. 4•' fasteners are complete and at no time should any bads greater than 5.Design assumes Musses are to be used in a noncorrosive environment, TRANS ID: LINK design bads be applied b any component. and are for"dry condition'of use. W 8.Desgnassumes fullbearingatallsuppatesnown.Shimarwedgeif RENEWAL DATE: 12 31 2021 5.ComTma has no control over and assumes no responsibility for the fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. March 2,202.t 1 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of Muss,and placed so their center TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with(ant center lines. 9.Digits Indicate size of plate in inches. MTsk USA,Irrc./CompuTrus Software 7.7.0-SP3(1L(-E 10.For basic connectorplatedesign values see ESR-1311,ESR-1988(MiTek) 4 This design prepared from computer input by Pacific Lumber and Truss-BC r LUMBER SPECIFICATIONS TRUSS SPAN 5'- 9.5" IBC 2018 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 98 2-5=(-22) 30 3-5=(-178) 198 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-71) 57 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= 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 16.0" 0.0" 0'- 0.0" -97/ 937V -17/ 56H 5.50" 0.70 KDDF ( 625) Snow: ASCE 7-16, 25 PSF Roof Snow(Ps) 5'- 9.5" -27/ 235V 0/ OH 5.50" 0.38 KDDF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2018 AND IRC 2018 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL= -0.007" @ -1'- 4.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL= -0.008" @ -1'- 4.0" Allowed = 0.178" MAX TC PANEL LL DEFL= 0.070" @ 2'- 11.3" Allowed = 0.318" MAX TC PANEL TL DEFL= -0.069" @ 2'- 11.4" Allowed = 0.476" SEASONED LUMBER IN DRY SERVICE CONDITIONS 5-05-12 0-03-12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 5.8"` 1 I MAX HORI2. TL DEFL= 0.000" @ 5'- 5.8" 12 4.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 120 mph, h=20.lft, TCDL=4.2,BCDL=6.0, ASCE 7-16, M-1.5X3 (All Heights), Enclosed/Pr. Open, Cat.2, Exp.B, MWFRS(Dir), -, DOL=1.6, B=95ft, L=6ft, E=9ft, Gable/Hip, Common, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. N o Max CSI: TC:0.30 BC:0.21 Web:0.11 I rn 0 N so I - • - m o - i 2 •• 5 0 M-3x4 M-1.5x3 • l b 1 5-05-12 0-03-12 l ) y 1-04 5-09-08 I oG /02.9=9200P JOB NAME : POLYGON 222300E - H2 _4111 � Scale: 0.5739 - / �r WARNINGS: GENERAL NOTES, unlessothe,mise noted: Cli 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon e parameters shown and is for an lydlAdual 7� �OREGON bit �� th Truss: H2 are wamings before construction commences. building component.AppticaNllty 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. 0 s 3.Additional temporary bracing to Insure stability during amathotion 2.Design assumes the top and bohom chords to be laterally braced at /® 4 14,A is the responsibility of me erector.Additional permanent bracing of 2'o.c.and at 10.o.c.respectively unless braced throughout mar length by (� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ' e. DATE: 3/1/2021 the overall structure is the Is anysiality of theneaftg designer. 3.2x Impact bridging or lateral bracing required where shown.a RO �� SEQ.: K 914 4 3 3 4 4.No load should be applied to component until after all bracing and 4.Installation of truss is the responsibility of the respec contractor. j�n 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, TRANS I D• LINK design loads be applied to any component. and are for condition.nose. 5.Can,puTmc has ro control over and assumes no responsibility for the 8.Designsoma. RENEWAL DATE: 12-31-2021 nesessary_ fabrication,handing,shipment and installation of components. 7.Design assumeselo adequate thdrainage is prodded. March 2,2021 6.This design is furnished subject m the limitations set forth by 8.Plates shall be located on both faces of buss,and placed so their center TPII TCA In SCSI,copes of which will be furnished upon request lines coincide with join center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.7.0-SP3(1L}E 10.For basic connector plate design values see EBR-1311,ESR-1988(MUek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6.- 0.0" IBC 2018 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#l&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-4=(0) 0 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2-3=(-20) 128 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" -79/ 203V -16/ 97H 5.50" 0.32 KDDF ( 625) 0'- 10.8" -31/ 167V 0/ OH 1.50" 0.27 KDDF ( 625) Snow: ASCE 7-16, 25 POP Roof Snow(Ps) 6'- 0.0" 0/ 98V 0/ OH 5.50" 0.08 KDDF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (PROVIDE FULL BEARING;Jts:2,3,4 REQUIREMENTS OF IBC 2018 AND IRC 2018 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc 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 = 0.000^ @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX TC PANEL LL DEFL= 0.001" @ O.- 7.9" Allowed = 0.059" 0-11-09 MAX TC PANEL TL DEFL = -0.001" @ 0'- 8.2" Allowed = 0.088" - MAX BC PANEL LL DEFL= 0.004" @ 2'- 8.6" Allowed = 0.254" MAX BC PANEL TL DEFL= -0.013" @ 3'- 3.8" Allowed = 0.339" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 19.00 V MAX HORIZ. LL DEFL= -0.000" @ 0'- 10.8" MAX HORIZ. TL DEFL= 0.001" @ 0'- 10.8" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 120 mph, h=19.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.B, MWFRS(Dir), DOL=1.6, B=45ft, L=6ft, E=4ft, Gable/Hip, EJ, Truss designed for wind loads in the plane of the truss only. li9ax CSI: TC:0.12 BC:0.12 Web:0.00 I 4 -3x4 1 y 1 0-08 6-00 <C\.`�° PROFFss �� LNG I N E F�4 0�9 89200PE JOB NAME : POLYGON 222300E - J1 • /r Scale: 0.6696 Ammt 1.BuWARNilder G.TOe design is unl upon par noted:ete OREGON A L�� 1.Buildor and erection contractor should be advised of all General Notes 1.TNe design Is based only upon the parameters shown and is for an individual R7 kb' Truss: J1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression vies bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. �/ LI 1- t�O� 3.Additional temporary bracing to inure stability during constructlon 2.Design assumes Na lap and bottom chortle to be laterally braced at !7 Y Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and a110'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). 4E DATE: 3/1/2 021 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ V R R 1 L y SE K 914 4 3 3 5 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 than 5.Design assumes busses am to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for'dry condition'of use. 5 ComWTmahasnocontrdoorandasaumeenoreaponsibiliryorftg S.Design aseumes full bearing at all supports shown.Shim or wedge if RENEWAL DATE: 12-31-2021 fabrication,handing,shipment and installation of components 7.Design ssumes adequate drainage is provided. March 2,2021 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,end placed so their center TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide sat,joint center fines. 9.Digits indicate Nee of plate in inures. MITek USA,Inc./CompuTru5 Software 7.7.0-SP3(fL)-E 10.For basic connector pate design values see ESR-1311,ESR-1913e(Web) This design prepared from computer input by Pacific Lumber and Truss-BC 9 LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2018 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-4=(0) 0 BC: 2x4 KDDF#1fiBTR SPACED 24.0^ O.C. 2-3=(-77) 66 ,. 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" 0/ 232V -29/ 73H 5.50" 0.37 KDDF ( 625) 1'- 10.8" -107/ 113V 0/ 0H 1.50" 0.18 KDDF ( 625) Snow: ASCE 7-16, 25 PSF Roof Snow(Ps) 6'- 0.0" 0/ 49V 0/ OH 5.50" 0.08 KDDF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'PROVIDE FULL BEARING;Jts:2,3,4 I REQUIREMENTS OF IBC 2018 AND IRC 2018 NOT BEING MET. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERT/CAI DEFLECTION LIMITS: LL=L/290, TL=L/180 1-11-09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.000^ @ O.- -8,0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0^ Allowed = 0.089" MAX TC PANEL LL DEFL = 0.005^ @ 1'- 2.9" Allowed = 0.163" 12 MAX TC PANEL TL DEFL= -0.006^ @ 1'- 1.4" Allowed = 0.244" MAX BC PANEL LL DEFL= 0.005" @ 2'- 8.6" Allowed = 0.254" 14.00 P MAX BC PANEL TL DEFL= -0.015" @ 3'- 3.8" Allowed = 0.339" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ- LL DEFL= -0.001" @ 1'- 10.8^ MAX HORIZ. TL DEFL= -0.000" @ 1'- 10.8" �I Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 120 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-16, p (All Heights), Enclosed/Pr. Open, Cat.2, Exp.B, MWFRS(Dir), I DOL=1.6, B=45ft, L=6ft, E=4ft, Gable/Hip, EJ, oTruss designed for wind loads i in the plane of the truss only. N I 'Max CSI: TC:0.10 BC:0.11 Web:0.00 • o f ti 0 o� �4 / M-3x4 ), y )' 0-08 6-00 �S'S. P EF ss�0 �� 9 /., Q 89200PE JOB NAME : POLYGON 222300E - J2 �� Scale: 0.6571 WARNINGS: GENERAL NOTES, unless olhewise noted: 0 /� 1.Bulbar and erection contractor should be advised of all General Notes 1.This design is based only upon e parameters shown and is for an IndividualO R EGO N �(/ Truss: J2 and Wamingsbefore construction commences. building component.Applicability of design parameters and proper �4 �� 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the bulling designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced al /O q y 1 2.o. 41 Zo P-{- is me responsibility of the erector.Additional permanent bracing of c.and at 1g'no.respectively unless braced throughout length by continuous sheathing such as plywood sheathing(TC)andror drywall(BC). DATE: 3/1/2021 the overall structure is theresponsibllity of the building designer. 3.2x Impact bridging or lateral bracing required where shown v a ER E�1�\- SE K9144336 4.No load should be applied to any component until after all bracirngand 4.p�antenofsousisthee respIonsibility rr respective osive m R 4• fasteners are complete and at no time should any bads greater than design loads be applied to any component. and are for'dry condition of use. TRANS I D: LINK 8.CompuTms has no contra over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If RENEWAL DATE: 1 2-31-2021 necessary. fabrication,handling,shipment and installation of components. 7.13esgn assumes adequate drainage is provided. March 2,2021 8.This design is furnished subject to the limltadons set form by 8.Rates shall be located on both faces of truss,and placed so their center TPIIWTCA In BCSI,copies of which will be famished upon request. lines coincide with)ard canter lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrns Software 7.7.0-SP3(IL)-E 1o.For basic connector plate design values see ESR-1311,ESR-1988(Mtlek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6.- 0.0" IBC 2018 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-6=(-196) 100 6-5=( -97) 33 BC: 2x9 KDDF 416BTR SPACED 24.0" O.C, 2-3=(-223) 389 6-7=( 0) 0 5-3=( -18) 73 WEBS: 2x9 KDDF STAND 3-9=( 0) 0 5-8=(-291) 147 3-8=(-150) 297 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= 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 8.0" 0.0" 0'- 0.0" -90/ 265V -20/ 55H 5.50" 0.42 KDDF ( 625) Snow: ASCE 7-16, 25 PSF Roof Snow(Ps) 6'- 0.0" 0/ 73V 0/ OH 5.50" 0.12 KDDF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 1-11-09 1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2018 AND IRC 2018 NOT BEING MET. 12 VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 14.0017 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.000" @ 0'- -8.0" Allowed = 0.067" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX LL DEFL = 0.009" @ 1'- 2.1" Allowed = 0.259" MAX BC PANEL TL DEFL = -0.011" @ 3'- 3.8" Allowed = 0.241" SEASONED LUMBER IN DRY SERVICE CONDITIONS PROVIDE SUPPORT MAX HORIZ. LL DEFL= -0.016" @ 5'- 5.6" M-4X$ MAX HORIZ. TL DEFL = -0.015" @ 5'- 5.6" 0 ,--1Design conforms to main windforce-resisting system and components and cladding criteria. J o ��_ N Wind: 120 mph, h=20.4ft, TCDL=9.2,BCDL=6,0, ASCE 7-16, MW (All Heights), Enclosed/Pr. Open, Cat.2, Exp,B, FRS(Dir), DOL=1.6, B=45ft, L=6ft, E=4ft, Gable/Hip, EJ, Truss designed for wind loads iiiiiiiimmsin the plane of the truss only. o o 8'' Max CSI: TC:0.10 BC:0.09 Web:0,36 I 7 _MII_ o110 M-3x4 0 0 o ► h�3x4 7 0 M-3x4 M-3x6 l , l 1-02-02 4-09-14 l l e J. 0-08 1-03-14 4-08-02 l ), y y 2-08-08 1-04-10 3-03-08 l y 6-00 <<sED PROFes, �>5 LNG I NEF4) /2� 9 Q 89200PE JOB NAME : POLYGON 222300E - J2C . ram �'4.9-. Scale: 0.6932 4� WARNINGS: G.miede NOTdesign unlesa/yupotttheparnmeter 'r/� 4,OREGON <v� 1.Builder and erection contractor should be advised of an General Notes 1.This design is based only upon the parameters Mown and is for an Individual Truss: J2 C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where drown+. incorporation d componentla the responsibility of the building assigner. �f t�O. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap are bottom chortle to be laterally braced at <O I, 1 A is the responsibility of the erector.Additional permanent bracing of 2 o.c.eu at 18'o.c.respectively unless braced throughout train length by Y DATE: 3/2/2 021 the overall structure Is the neaponabinry of the building designer. continuous sheathing such as plywood heaths tg(TC)and/or drywan(Bq. 3.In Impact pidgin or lateral bracing required where drown++ R n 1 1 SEQ.: K 914 4 3 3 7 4.No load should be applied to any component until after g bracing and a.Installation of truss Is the responsibility of the respective contractor. (�n )+�w fasteners are complete and al no time should any bade greater than 5.Design assumes trusses are to be used in a noncorrosive environment, a.are for'dry condition•of use. TRANS I D: LINK assign loads be applied to any component.5.ConpaTms has no contrd over and assumes no responsibility for the6.Design assumes full bearing at all auppo a shown.Shim orwedge if RENEWAL DATE:12 31 2021 , fabrication,handing,shipment and installation of components. necasserv. '.Design assumes adequate drainage is provided. M arch 2,2021 8.This design is furnished subj.to the limitations set loth by 8.Plates shall be located on both faces of truss,and placed so their canter which In SCSI,copies of which win be furnished upon request. tines coincide with joint center lines. 9.Digits indicate axe of plate In inches. MITek USA,Inc./CompuTrus Software 7.7.0-SP3(1L)-Z to.For basic connector plate design values sea ESR-1311,E3R-1988(MRek) 4 This design prepared from computer input by Pacific Lumber and Truss-BC 4 LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2018 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-5=(-91) 195 5-3=(-108) 104 2x6 KDDF #1&BTR T2 SPACED 24.0. O.C. 2-3=(-435) 39 5-6=(-37) 54 5-4=( -84) 270 , BC: 2x4 KDDF#1&BTR 3-4=(-196) 82 9-6=(-389) 128 WEBS: 2x4 KDDF STAND LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF TC LATERAL SUPPORT 24"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -37/ 586V -59/ 98H 5.50" 0.94 KDDF ( 625) Snow: ASCE 7-16, 25 PSF Roof Snow(Ps) 6'- 0.0" -27/ 445V 0/ OH 5.50" 0.71 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR Cs=1, Ce=1, Ct=1.1, I=1, Lu=25' ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: TC CONC LL+DL= 160.0 LBS @ 3'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. OVERHANGS: 8.0" 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 REQUIREMENTS OF IBC 2018 AND IRC 2018 NOT BEING MET. MAX LL DEFL = 0.000" @ 0.- -8.0" Allowed= 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed= 0.089" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TL DEFL = -0.005" @ 3'- 1.1" Allowed= 0.339" ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.008" @ 1'- 5.9" Allowed= 0.239" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.3" 2-11-09 3-00-07 MAX HORIZ. TL DEFL = 0.001" @ 5'- 10.3" T i160# 1' M-4X6 Design conforms to main indforce-resisting 12 M-3x4 system and components and cladding criteria. 19.00 7 -z Wind: 120 mph, h=21ft, TCOL=9.2,BCDL=6.0, ASCE 7-16, �D (All Heights), Enclosed/Pr. Open, Cat.2, Exp.B, MWFRS(Din), e DOL=1.6, B=45ft, L=6ft, E=9ft, Gable/Hip, Hip, End vertical(s) are exposed to wind, ' Truss designed for wind loads in the plane of the truss only. 'Max CSI: TC:0.16 BC:0.07 Web:0.25 0 O to o -2 Iil N O l �� 5 ** 6 O M-3x4 M-3x6 M-1.5x3 ), l y 2-10-07 3-01-09 y y y 'j€p PROFFss 0-08 6-00 �� NOINEF9 /0 89200PE JOB NAME: POLYGON 222300E - J3 /r25.---"e-----• Scale: 0.9818 " =- 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 sheen and is for an individual �� O R EGON �� Truss: J3 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 m insure stability during construction 2.Design assumes the top and bottom chords m be laterally braced at d 1J Is the responsibility N he erector.Additional permanent bracing of 2'o.c.end at 10'o.c.respectively unless braced throughout their length by 'T 1 /t continuous sheathingdgingor such as plywood sheathing(TC)and/or dryxall(BC). VV] DATE: 3/1/2 021 the overall structure is the responsibility of the building designer. 3.2x Impact bridging Is lateral bracing required where shown.. R R I�\ SE K 914 4 3 3 8 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. 4• fasteners are complete and at no time should any loads greater tivn 5.Design assumes trusses are to be used In a noncorrosive enNmnment, andTRANS ID: LINK design loads be applied to any component. 6. re for dryhbteonarin f ut all supports shown.Shim« f 5.CompuTmahasnocontroloverandassumesnerespensibilityfortheDesignassames ppo a wedge RENEWAL DATE: 12 31 2021 fabrication,handling,shipment and installation of components. necessary. 7.Patten l waded on both drainage is provided.buss, March 2,2021 8.This design is furnished subject m the limitations set robin by S.Plates shall be located on boon faces of buss,and placed so their center TPIIWTCA In Bcsl,copies of which will be famished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MITek USA.Inc./CompuTrue Software 7.7.0-SP3(1L).E to.For basic connector plate design values see ESR-1311,ESR-198e(MTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2018 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR: LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2- 7=(-160) 183 7- 6=( -43) 59 5-10=(-385) 129 2x6 KDDF#1&BTR T2 SPACED 24.0" O.C. 2- 3=(-483) 77 7- 8=( 0) 0 6- 3=( -38) 62 BC: 2x4 KDDF #1&BTR 3- 4=(-385) 65 6- 9=(-233) 269 3- 9=( -79) 151 WEBS: .2x4 KDDF STAND LOADING 4- 5=(-249) 82 9-10=( -31) 48 9- 4=(-120) 60 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSI' 9- 5=( -97) 303 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BC LATERAL SUPPORT <= 12"0C, UON. TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Snow: ASCE 7-16, 25 PSF Roof Snow(Ps) 0'- 0.0" -37/ 585V -56/ 90H 5.50" 0.94 KDDF ( 625) NOTE: 2x9 BRACING AT 24"OC UON. FOR Cs=1, Ce=1, Ct=1.1, I=1, Lu=25' 6'- 0.0" -27/ 445V 0/ OH 5.50" 0.71 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: TC CONC LL+DL= 160.0 LBS @ 3'- 0.0" II__ OVERHANGS: 8.0" 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [POND. 2: Des ion checked for net(-5 nsfl uplift at 24 "oc snacina. REQUIREMENTS OF IBC 2018 AND IRC 2018 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.000" @ 0'- -8.0" Allowed= 0.067" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed= 0.089" ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.006" @ 1'- 2.1" Allowed= 0.254" MAX TL DEFL = -0.008" @ 3'- 1.1" Allowed= 0.339" 2-11-09 ` 3-00-07 SEASONED LUMBER IN DRY SERVICE CONDITIONS f MAX HORIZ. LL DEFL = -0.012" @ 5'- 10.3" 1-02-02 1-09-07 3-00-07 MAX HORIZ. TL DEFL = 0.012" @ 5'- 10.3" 4 1 4160# T M-4x6 Design conforms to main windforce-resisting 12 M-3x4 system and components and cladding criteria. 19.00 -/ Wind: 120 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-16, eD (All Heights), Enclosed/Pr. Open, Cat.2, Exp.B, MWFRS(Dir), • DOL=1.6, B=45ft, L=6ft, E=9ft, Gable/Hip, Hip, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-4x6 0 0 I� ``` to .CSI: Tr.:0.11 RC:0.08 Web:0.43 o A:M... . ereAI0 9 j ** Lo�� ro M-1.5x3 o o Mi3x4 M-3x8 0 M-3x6 l 1 ) l 1-02-02 1-06-11 3-03-04 ) . l l 0-08 1-03-14 4-08-02 l :6-00 1-04-10 3-03-08 C,S� NGINEF9 `C/DAL 2-08-08 QJ 89200PE N JOB NAME : POLYGON 222300E - J3C 1 Scale: 0.3989 • WARNINGS: GENERAL NOTES, unless otherwise noted: /'.1.Baader 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 0� O R EG ON �.(/� Truss: J3C and Wammgs before construction commences. building component.ApNIcabllity&design parameters and proper 4,w/A 2.2x4 compression web bracing must be Installed where shown o. Incorporation of component a the responsibility of the building designer. _/� 1 20 .1 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at /O 1'14 is the reed yobilly 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 Meathlrg(TC)and/or drywall(BC). DATE: 3/2/2 021 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown.1.. FR R 1 LL SEQ.: K 914 4 3 3 9 4.No load should be applied to any component until after as bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no lime should any loads greater than 8.Design esaumes trusses are to be used in a ronmonosive environment, TRANS ID: LINK design loads be applied to any component. and are for-dry condition•of use. 5.CompuTrushasnocontroloveraidassumesnoresponsibilityforNe 8.Design assumes full RENEWAL DATE: 12-31-2021 fabrication,handing,shipment and installation of components. mry, v 7.Design assumes adequate drainage is provided. March 2,2021 S.Iona design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of buss,and placed so their center TPI/TCA in BCSI,copies of which will be fumiebed upon request lines coincide with joint center lines. 9.Digits indicate size of date in inches. MiTek USA,Inc./CompuTrus Software 7.7.0-SP3(1L).E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) t This design prepared from computer input by Pacific Lumber and Truss-BC 1- LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2018 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 ! TC: 2x4 KDDF#18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-4=(0) 0 BC: 2x4 KDDF #14BTR SPACED 24.0" O.C. 2-3=(-161) 96 f • • TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PIE BEARING MAX VERT MAX HORZ BOG 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" -10/ 297V -57/ 126H 5.50" 0.47 KDDF ( 625) 3'- 10.8" -120/ 142V 0/ OH 1.50" 0.23 KDDF ( 625) Snow: ASCE 7-16, 25 PSF Roof Snow(Ps) 6'- 0.0" 0/ 60V 0/ OH 5.50" 0.10 KDDF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [PROVIDE FULL BEARING,Jts:2,3,4 REQUIREMENTS OF IBC 2018 AND IRC 2018 NOT BEING MET. [COND. 2: Design checked for net(-5 asf) uplift at 24 "oc spacing. I 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= 0.000" @ 0'- 0.0" Allowed = 0.079" 3-11-09 MAX TL DEFL= 0.000" @ 0'- 0.0" Allowed = 0.105" f f MAX TC PANEL LL DEFL= 0.066" @ 2'- 2.1" Allowed= 0.367" -! MAX TC PANEL TL DEFL = 0.057" @ 2'- 2.1" Allowed = 0.551" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 II) MAX HORIZ. TL DEFL= -0.002" @ 3'- 10.8" 14.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 120 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.B, MWFRS(Dir), DOL=1.6, B=45ft, L=6ft, E=4ft, Gable/Hip, EJ, o Truss designed for wind loads 1 in the plane of the truss only. 0 0 1 at, [Max CSI: TC:0.21 BC:0.15 Web:0.00 0 I v�N I I: 00E...44 o M-3x4 0-08 6-00 ��, NGI NEF6) /p/- ,. 89200PE JOB NAME : POLYGON 222300E - J4 -41. .. --- /r Scale: 0.4944 Asa WARNINGS: GENERAL NOTES, unless otherwise noted W tr 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 7 O REG ONN Dt �� Truss: J4 and warnings before construction commences. building component.Applicability of design parameters and proper L 2.2x4 compression web bracing must be installed where shown+. incorporation of component c the responsibility of the building designer. 3.Additional temporary bracing to insure slablliN during construction 2.Design assumes the top and bottom chortle b be laterally braced at 1 s� is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their leigth by O 1 'CIA"' itY continuous sheathing such as plywood sheathing(TO)and/or drywatl(BC). 1.,DATE: 3/1/2 021 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ��R I L\. 4.No bad should be applied to any component until after all bracing and 4.Installation of cr, is the responsibility of the respective contractor. SEQ. K 914 4 3 4 0 fasteners are complete and al no time should any bade greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. and are for.dry condition'of use. TRANS ID: LINK 5.Compolue has o control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim orwedgeif RENEWAL DATE: 12-31-2021 fabicaticn,handing,shipment and installation of components. 7.Design assumes adequate drainage is prodded. March 2,2021 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located an both faces of buss,and placed so their center TPUWTCA In SCSI,copies of which wall be furnished upon request lines coincide with joint center lines. 9.Digits indicate slze of plate in inches. MiTek USA,Inc./CompuTfus Software 7.7.0-SP3(1L)-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 2018 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-6=(-106) 77 6-5=( 0) 21 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-179) 30 5-7=(-133) 95 5-3=( 0) 52 WEBS: 2x4 KDDF STAND 3-4=( -55) 39 3-7=(-122) 170 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= 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 8.0" 0.0" 0'- 0.0" -18/ 314V -57/ 126H 5.50" 0.50 KDDF ( 625) Snow: ASCE 7-16, 25 PSF Roof Snow(Ps) 3'- 10.8" -67/ 61V 0/ OH 1.50" 0.10 KDDF ( 625) Cs=i, Ce=1, Ct=1.1, I=1 6'- 0.0" -9/ 113V 0/ OH 5.50" 0.18 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2018 AND IRC 2018 NOT BEING MET. IpROVIDE FULL BEARING;Jts:2,9,7 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICONS. 2: Design checked for net(-5 5sf) 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" 3-11-09 MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed= 0.089" • T l' MAX LL DEFL= 0.007" @ 2'- 6.8" Allowed = 0.169" MAX TL DEFL= 0.006" @ 2'- 7.2" Allowed = 0.225" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.079" MAX BC PANEL TL DEFL = -0.003" @ 4'- 0.6" Allowed = 0.187" 12 (ISEASONED LUMBER IN DRY SERVICE CONDITIONS 14.00 7 MAX HORI Z. LL DEFL = -0.015" @ 5'- 9.1^ • MAX HORIZ. TL DEFL = -0.013" @ 5'- 9.1" M-4x6 • Design conforms to main windforce-resisting system and components and cladding criteria. o I Wind: 120 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-16, o (All Heights), Enclosed/Pr. Open, Cat.2, Exp.B, MWFRS(Dir), I DOL=1.6, B=45ft, L=6ft, E=4ft, Gable/Hip, EJ, Truss designed for wind loads in the plane of the truss only. • • Wax CSI: TC:0.13 BC:0.05 Web:0,29 I 1 AllithillEind -/ Lnt �� m ro M-1.5x3 0 I o o M63x4 M-3x4 M-3x6 1 1 1 I 2-06-12 3-05-04 1 1 1 1 0-08 2-08-08 6-00 3-03-08 ` Q. � PR�FF �, ��5�NGINEFR/(2 9 89200PE N JOB NAME : POLYGON 222300E - J4C Scale: 0.4699 WARNINGS: GENERAL NOTES, unless othervnse noted: 10 1.Builder are erection contractor should be advised of all General Notes 1.This:ledge la based only upon the parameters abase and is for an individual v` �O R EGON ��(/� Truss: J4 C and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2s4 compression web bracing must be metalled where shown+ Incorporation of component is the responsibility of the building designer. 2.Design assumes the top and bottom chords to be laterally braced at /6 4 14 �4 3.Additional temporary bracing to insure arability during construction ' l�0 is the responsibility of the erector.Additional permanent bracing of 2'o.c.and a(10'o.c.respectively unless braced throrgfwul thin,length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). i'lic DATE: 3/2/2 021 the overall structure is the responsibility of the building designer. 3.Di Impact bridging or lateral bracing required where shown++ ` p 1 SEQ.: K 914 4 3 41 4.No mad should be applied to any component until after all bracing and 4.installation of truss is the responsibility of the respective contractor. 1 7 - fasteners are complete and at no time should any bads greater than 6.Design a eeo fin non-corrosive are to be used In nonorrosive environment, TRANS I D. LINK design bads be applied to any component and are forUdry condition'm use. 5.CampuTms has no control over and assumes rp responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if RENEWAL DATE: 12-31-2021 nemfabrication,handing,shipment and installation ofcomponents. 7.Desig assumes adequate drainage is Resided. March 2,2021 , 6.This design is furtahed subject to the limitations set forth by S.Plates shall be located on both faces of buss,and placed so their center TPI/WICA in BCSI,copies ofwhub will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. ' MITek USA,Ino./ColnpuTrus Software 7.7.0-SP3(1 L).Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MRek) This design prepared from computer input by Pacific Lumber and Truss-BC t LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2018 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-4=(0) 0 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2-3=(-224) 117 ' 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 ERG 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" -22/ 327V -71/ 153H 5.50" 0.52 KDDF ( 625) 4'- 10.8" -119/ 160V 0/ 0H 1.50" 0.26 KDDF ( 625) Snow: ASCE 7-16, 25 PSF Roof Snow(Ps) 6'- 0.0" 0/ 70V 0/ OH 5.50" 0.11 KDDF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'PROVIDE FULL BEARING;Jts:2,3,9 AEQOIREMENTS OF IBC 2018 AND IRC 2018 NOT BEING MET. ICOND. 2: Design checked for net(-5 lasf) uplift at 24 "oc soacing. 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" 4-11-09 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed= 0.029^ MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.039^ MAX TC PANEL LL DEFL = 0.175" @ 2'- 10.1" Allowed= 0.470^ ! MAX TC PANEL TL DEFL = 0.157" @ 2'- 10.1" Allowed= 0.705" SEASONED LUMBER IN DRY SERVICE CONDITIONS ij MAX HORIZ. LL DEFL = -0.003" @ 4'- 10.8" MAX HORIZ. TL DEFL = -0.003^ @ 4'- 10.8" 12 14.00 V Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 120 mph, h=22.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.B, MWFRS(Dir), DOL=1.6, B=45ft, L=6ft, E=4ft, Gable/Hip, EJ, Truss designed for wind loads o in the plane of the truss only. t M 0 �"� 1 Ryax CSI: TC:0.30 BC:0.25 Web:0.00 I ko o ' N 1 O M-3x4 yo-08 6-00 y Gj'````��PN QF'0- „,.... �/ Icy ,N FR 01v :92 OP r JOB NAME : POLYGON 222300E - J5 Scale: 0.4342 WARNINGS: GENERAL NOTES, unMssoterwise rated: 1.Builder and erection contractor Mount be advised of all General Notes 1.This design is based any upon the parameters Ames,and Is for an k,dbbl rel y OREGON ��40 Truss: J5 and Warnings before construction commences. building component Applicability of design parameters and paper G 2.2x4 compression web bracing must be installed where shown+ incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing M insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at is the responabilty of the erector.Additional permanent bracing M 2'o.c.and at 10.o.c.respectively unless braced throughout their length by O T> continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r Ni DATE: 3/1/2 021 the overall sWCmre is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ R R I�� SE K 914 4 3 4 2 4.No load should be applied to any component until after all bracing and 4.Installation of buss is the responaibllity of the respective contractor. (l 4 fasteners are complete and at no time should any loads greater than 5.Design assumes Misses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. e.Deagn a°sa`„°,ry rut°ibtre�a,;n9 at an supports sham.Shim or t 5.CoepuTmahasnocontroloverandassumesnoreepmaibllityfortre e�ry. RENEWAL DATE: 12-31-2021 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. March 2,2021 6.This design is fumished subject to the limitations set forth by a.Plates shall be Located on both faces of trues,and placed so then center TPIIWTCA in BCSI,copies of which will be furnished upon request. lines crinkle with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.7.0-SP3(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1966(Mock) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6.- 0.0" IBC 2018 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-7=(-107) 77 7-6=( 0) 21 BC: 2x9 KDDF #14BTR SPACED 24.0" O.C. 2-3=(-179) 30 6-8=(-134) 95 6-3=( 0) 52 WEBS: 2x9 KDDF STAND 3-4=( -56) 34 3-8=(-122) 171 LOADING 4-5=( 0) 0 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. CON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD= 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 8.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Snow: ASCE 7-16, 25 POP Roof Snow(Ps) 0'- 0.0" -18/ 314V -57/ 127H 5.50" 0.50 KDDF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 3'- 10.8" -59/ 114V 0/ OH 1.50" 0.15 KDDF ( 625) 6'- 0.0" -10/ 113V 0/ 0H 5.50" 0.18 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2018 AND IRC 2018 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP (PROVIDE FULL BEARING;Jts:2,9,8 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 pef) uplift at 24 "oc soacina. 4-11-09 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ,I' ,( 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= 0.007" @ 2'- 6.8" Allowed= 0.169" MAX TL DEFL= 0.006" @ 2'- 7.2" Allowed= 0.225" MAX LL DEFL= 0.000" @ 0'-• 0.0" Allowed= 0.079" MAX BC PANEL TL DEFL= -0.003" @ 4.- 0.6" Allowed= 0.187" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL= -0.015" @ 5'- 9.1" 19.00 7 MAX HORIZ. TL DEFL= -0.013" @ 5'- 9.1" Design conforms to main windforce-resisting M-4x6 o system and components and cladding criteria. "+ I Wind: 120 mph, h=22.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-16, �� 0 (All Heights), Enclosed/Pr. Open, Cat.2, Exp.B, MWFRS(Dir), N DOL=1.6, B=45ft, L=6ft, E=4ft, Gable/Hip, EJ, Truss designed for wind loads in the plane of the truss only. 'Max CSI: TC:0.13 BC:0.05 Web:0.30 IIIIIIIIIItak oL o o1k N Vi m o M-1.5x3 o _ o M23x4 0 M-3x4 M-3x6 l Jr l ,I' y 2-06-12 y 3-05-04 l ED Op NA 0-08 2-08-08 6-00 3-03-08 �" 5 G NEc�`7 � 89200PE % JOB NAME : POLYGON 222300E - J5C ;� r: Scale: 0.4155 WARN 1.Builder G.This design unless upon rm "17� OREGON �<C/� 1.Builder arid erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is fa an Individual Truss: J5C and warnings before conatrmr n 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 lap and bottom chords to be laterally braced at /O 4 is the reeponarbnity of the erector.Additional permanent bracing of 2 o.c.and at 10'o.c.respectively unless braced throughout heir length by 1 IO continuous sheathing such as plywood eneathlng(1c)and/or drywall(ec). //��/� (�IZ NV DATE: 3/2/2021 the overall structure Is the reaponalbimity of the building designer. 3.24 Impact bridging or lateral bracing required where shown«« �I [7[-]'�� SEQ.: K 914 4 3 4 3 4.No bed should to applied to any component until after all bracing and 4.Installation of trues is the responsibility of the respective contractor. fasteners are complete and at no time should any bade greater than 5.Design a non-corrosive Susses are to be used in a nonorrosive environment, assign loads be applied to any component. and are forr'dry condition.of use. TRANS ID: LINK 5.ComWTma has m Control over and assumes noresponsibilltywne S.Design assumes full bearing al all agpotl sh own. RENEWAL DATE: 12-31-2021 fabrication,handling,shipment and installation of components. 7.Seee nary. sgnaasumesadequatedrainageisprovded. March 2,2021 8.This design is amished subject to the limitations set bah by S.Pass 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 size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.7.0-SP3(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(Wok) This design prepared from computer input by Pacific Lumber and Truss-BC 1 LUMBER SPECIFICATIONS TRUSS SPAN 6.- 0.0" IBC 2018 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-4=(0) 0 BC: 2x4 KDDF #14BTR SPACED 24.0" O.C. 2-3=(-280) 140 .f• 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 O.- 0.0" -34/ 355V -85/ 181H 5.50" 0.57 KDDF ( 625) 5'- 9.2" 0/ 151V 0/ OH 5.50" 0.24 KDDF ( 625) Snow: ASCE 7-16, 25 PSF Roof Snow(Ps) 5'- 11.6" -117/ 182V 0/ OH 1.50" 0.29 KDDF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE (PROVIDE FULL BEARING;2ts:2,4.3 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2018. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Desigry checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-11-09 MAX LL DEFL= 0.000" @ 0'- -8.0" Allowed = 0.067" 4 'r MAX TL DEFL= -0.001" @ 0'- -8.0" Allowed= 0.089" MAX TC PANEL LL DEFL= 0.425" @ 3'- 7.0" Allowed = 0.572" -/ MAX TC PANEL TL DEFL= 0.394" @ 3'- 7.0" Allowed = 0.858" SEASONED LUMBER IN DRY SERVICE CONDITIONS 14-------'41 MAX HORIZ. LL DEFL = -0.005" @ 5'- 10.8" MAX HORIZ. TL DEFL = -0.005" @ 5.- 10.8" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 120 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.B, MWFRS(Dir), DOL=1.6, B=45ft, L=6ft, E=4ft, Gable/Hip, EJ, Truss designed for wind loads in the plane of the truss only. N O N (Max CSI: TC:0.60 BC:0.41 Web:0.00 I 0r0 ti lI immommommommommommom .I 0 y y y <c,c4D P R Opeo uti+0-08 6-00 �i�g NGINEFR /o2�r 8200PE JOB NAME : POLYGON 222300E - J6 Scale: 0.4037 WARNINGS: GENERAL NOTES. unleeaomerwise ndetl: 0 /97 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 OREGON REGON AZ' Truss: J6 and warnings before construction commences. building component.Applicability of design parameters and proper �� t. A 2.2x4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of Me building designer. �] 3.Additional temporary bracing M Insure stability during construction 2.Design assumes Me top and bottom clods to be laterally braced at /O 4 14 t 2Q �+ is the responsibility M the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by l continuous&loathing much as plywood sheaming(TC)and/or drywall(BC). 1O DATE: 3/1/2 021 Me overall etructure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ (�p �� SEK914 4 3 4 4 4.No load should be applied to any component until after all bracing and 4.Installation of buss is the responsibility of the respective contractor. ,1 Il 4' fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design bads be applied to any component. and are for-dry condlton-of use. TRANS ID: LINK 5.Compurmehamnocontroloverantlaseumeannespom&bilityrarthe 8.Desgnaawmesfullbearirgatal:supportsshown.SMmorWedget RENEWAL DATE: 12-31-2021 fabrication.handing,shipment and installation of components sign as 7.Design a b el located one both face is uvsetl. March 2,2021 8.This design is furnished subject to the limitations eel fold by 8.Plates shall be bcatetl on both faces of buss,and placed so Mein center TPI/TCA in BCSI.copies of which 991 be fumished upon request lines coincide with joint center lino. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CornpuTfus Software 7.7.0-SP3(1L}E 10.For basic connector plate design values see ESR-1311,ESR-1988(Mirek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2018 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-7=(-108) 77 7-6=( 0) 21 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-179) 30 6-8=(-135) 96 6-3=( 0) 52 WEBS: 2x4 KDDF STAND 3-4=( -56) 34 3-8=(-122) 173 LOADING 4-5=( 0) 0 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 HOBO BRG REQUIRED BRG AREA OVERHANGS: 8.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Snow: ASCE 7-16, 25 PSF Roof Snow(Ps) 0.- 0.0" -18/ 314V -57/ 128H 5.50" 0.50 KDDF ( 625) Cs=1, Ce=1, Ct=1.1, 1=1 3'- 10.8" -74/ 178V 0/ OH 1.50" 0.23 KDDF ( 625) 6'- 0.0" -10/ 113V 0/ OH 5.50" 0.18 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Full height blocking is required at right bearing REQUIREMENTS OF IBC 2018 AND IRC 2018 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'PROVIDE FULL BEARING;Jts:2.4,8 I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. !COND. 2: Desian checked for net(-5 psf) uplift at 24 "oc spacing. ,� 5-11-09 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.000" @ 0'- -8.0" Allowed = 0.067" -f MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed= 0.089" MAX LL DEFL = 0.007" @ 2'- 6.8" Allowed= 0.169" MAX TL DEFL = 0.006" @ 2'- 7.2" Allowed= 0.225" MAX LL DEFL= 0.000" @ 0'- 0.0" Allowed= 0.079" MAX BC PANEL TL DEFL= -0.003" @ 4'- 0.6" Allowed= 0.187" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL= -0.015" @ 5'- 9.1" MAX HORIZ. TL DEFL= -0.013" @ 5'- 9.1" 14.00 Design conforms to main windforce-resisting 0 system and components and cladding criteria. I Wind: 120 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-16, M-4x6 O1 o (All Heights), Enclosed/Pr. Open, Cat.2, Exp.B, MWFRS(Dir), i DOL=1.6, B=45ft, L=6ft, E=4ft, Gable/Hip, ET, Truss designed for wind loads 41 in the plane of the truss only, Wax CSI: TC:0.13 BC:0.05 We6:0.30 111111111111111 WOMMEMMEMak �I III LO K.A LN ro M-1.5x3o o M23x4 0 M-3x9 M-3x6 y y y � q PROpe 2-06-12 3-05-09 0-08J. J. y 2-08-08 6-00 3-03-08 J. 43; \GI N EF,s/0 89200PE x JOB NAME : POLYGON 222300E - J6C Scale: 0.3660 WARNINGS: G.This NOTES, unless otherwise taramettl: "y� �OREGON �� 1.Binder and erection contractor ehoul0 be advised of all General Notes 1.This design is based only upon the parameters shown eed is for an individual Truss: J6C 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. 1 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the by and bottom chords to be laterally braced a1 A Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at/0'o.c.respectively unless braced throughout their length by /O 4 1 20 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). µV DATE: 3/2/2 021 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �� L� SEQ.: K 914 4 3 4 5 4.No load should be applied to any component until after on ar all bracing and 4.Installation of truss is the responsibility of the respective contractor. rl fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive eneronment, TRANS I D. LINK design loads be applied to any component. and are for'dry condition•of use. 5.ComPcTma has no control over and assumes no responsibility for the6.Design assumes full bearing at all supports stem.Shim orwedge if RENEWAL DATE: 12 31 2021 fabrication,handling,shipment and installation of components. eeary. s 7.Design assumes adequate drainage is provided. March 2,2021 6.This design is furnished salad to the limitations set font by 8.Plates shall be located on both faces of truss,and placed so their center TPOWTCA in KS!,copies of which will be furnished upon request. lives coincide with joint center lines 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.7.0-SP3(1L).Z 10.For basic connector plate design values see ESR-1311,ESR-I988(Mflek) This design prepared from computer inputrby Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2018 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE= 1.15 1-2=( 0) 57 2-5=(0) 0 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2-3=(-417) 159 3-4=( -83) 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 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 8.0" 11.6" TOTAL LOAD= 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0^ -39/ 396V -95/ 225H 5.50" 0.55 KDDF ( 625) Snow: ASCE 7-16, 25 PSF Roof Snow(Ps) 5'- 9.2" 0/ 178V 0/ OH 5.50" 0.28 KDDF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 6'- 0.0" -205/ 275V 0/ OH 1.50" 0.35 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PIP LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2018. PROVIDE FULL BEARING;Jts:2,5,3 I THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 osf) uplift at 24 "oc soacina. 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 LL DEFL = 0.002" @ 6'- 11.6" Allowed= 0.096" MAX TL DEFL = -0.003" @ 6'- 11.6" Allowed= 0.128" MAX TC PANEL LL DEFL= 0.368" @ 3.- 7.3" Allowed= 0.576" MAX TC PANEL TL DEFL= 0.339" @ 3'- 7.3" Allowed= 0.864" SEASONED LUMBER IN DRY SERVICE CONDITIONS I I MAX HORIZ. LL DEFL = -0.008" @ 5'- 11.2" 12 MAX HORIZ. TL DEFL= -0.008" @ 5'- 11.2" 14.00 P Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 120 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-16, o (All Heights), Enclosed/Pr. Open, Cat.2, Exp.B, MWFRS(Dir), o I DOL=1.6, B=45ft, L=6ft, E=9ft, Gable/Hip, EJ, r Truss designed for wind loads o i in the plane of the truss only. od IMax CSI: TC:0.53 BC:0.36 Web:0.00 J 0 71 o -. 0 M-3x4 l l l l '��ED P R OFFss 0-08 6-00 0-11-09 �g �NG1NE4cR /per 9 89200PE JOB NAME : POLYGON 222300E - J7 ,r„ Sale: 0.3821 WARNINGS: GENERAL NOTES, unless otetwlee mated: CC 1.Builder and erection contractor should Ba advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 7j OREGON As Truss: J7 and Warnings before contraction commences. building component.Applicability of design parameters and proper 4 ,` 2.2x4 compression web bracing must be installed where shown*. incorporation of component Is the responsibility at the building designer. 3.Additional temporary bracing to insure etabilip during construction 2.Design sesames the top and bottom chords to be laterally braced at /.o AI y 1 A 4 �^'� is the responebllity of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by L continuous sheathing suchsuch as plywood sheathing(TC)and/or dnywatl(BC). DATE: 3/1/2 021 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown** �R p 11 SEQ.: K 914 4 3 4 6 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. Sit 1 1. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are M he used in a non-corrosive environment, design bade be applied for as component, and are for'dry condition.of use. TRANS ID: LINK 6.Gompclus has na<ontr�ae mdaseamea ara,pen�Nlityferth 6.Design assumes full beaaringat all supports shwm.Shim or wedge if RENEWAL DATE: 12-31-2021 fabrication,handing,shipment and installation of components. 7.Design adequate drainage is provided. March 2,2021 6.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 TPIINTCA in BCSI,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in incles. MiTek USA,Inc./CompuTrus Software 7.7.0-SP3(1 L(-E 10.For basic connector plate design values Pee ESR-1311,ESR-1988(MHek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 11.6" INC 2018 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF#16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-7=( -92) 69 7-6=( 0) 21 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2-3=(-444) 112 6-8=(-115) 79 6-3=( 0) 52 WEBS: 2x9 KDDF STAND 3-4=(-402) 155 3-8=(-102) 147 LOADING 4-5=(-136) 66 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PIP BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA OVERHANGS: 8,0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Snow: ASCE 7-16, 25 PSF Roof Snow(Ps) 0'- 0.0" -8/ 287V -99/ 211H 5.50" 0.96 KDDF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 3'- 10.8" -134/ 222V 0/ OH 1.50" 0.28 KDDF ( 625) 5'- 9.1" -7/ 95V 0/ OH 5.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 11.6" -58/ 91V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2018 AND IRC 2018 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'PROVIDE FULL BEARING:Jts:2,4,8.5 ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing. I T 6-11-09 f 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= 0.005" @ 2'- 6.8" Allowed = 0.169" MAX TL DEFL= 0.004" @ 2'- 7.2" Allowed = 0.225" MAX TC PANEL LL DEFL = -0.003" @ 5'- 6.2" Allowed = 0.290" MAX TC PANEL TL DEFL = 0.009" @ 5'- 6.1" Allowed = 0.434" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL= -0.013" @ 5'- 9.1" 12 MAX HORIZ. TL DEFL= -0.011" @ 5'- 9.1" 19.00 P Design conforms to main windforce-resisting o system and components and cladding criteria. '-I I Wind: 120 mph, h=23.3ft, TCDL=9.2,BCDL=6.0, ASCE 7-16, r,y (All Heights), Enclosed/Pr. Open, Cat.2, Exp.B, MWFRS(Dir), i DOL=1.6, B=45ft, L=7ft, E=4ft, Gable/Hip, EJ, M-4X6 ,- Truss designed for wind loads in the plane of the truss only. 46,.....P. . IMax CSI: TC:0.12 BC:0.05 Web:0.26 I OMPIIMMMMINgi o r... 11 o M-1.5x3 of M23x4 0 M-3x4 M-3x6 l l y . . 2-06-12 ,. 3-05-09 ,. �c.1 PR OFFS I. 0-013y 2-08-08 4-03-01 y y � ..`GINEt L�CV 6-00 0-11-09 '? NA 'J O1 .8200PE JOB NAME : POLYGON 222300E - J7C ,% Orr- Scale: 0.3172 WARNINGS: GENERAL NOTES, unless othsnsbs noted: 0 ORE fir GON1.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 'l7 zid Truss: J7C and Warnings before construction commences. building component.Applicability of design parameters and proper G /�4 2.O�� J. 2.2x4 compression web bracing must be Installed where shown« incorporation of component is the responsibility of the building designer. V� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top a�bottom chords m ba laterally bated at 4 Is the responsibility of the erecter.Additional permanent bracing of 2•o.c.and at 10.o.c.respectively unless braced throughout their length by O �T> ty continuous sheathing such as plywood sheathing(TC)mW/or tlrywall(BC). Rp 1 DATE: 3/2/2 021 the overall structure is the responsibility of the building designer. 3.2tl Impact bridging or lateral bracing required where shown+« � �`„ SEQ.: K 914 4 3 4 7 4.No load should be applied to any component until after all bracing and 4.Installation of trues is the responsibility of the respective contractor. I rl 1 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, Design loads be applied to any component. and are to,'dry condign-of use. TRANS ID: LINK • 5.canpuTma has naccno-a over and assumes�reapcndbnilyrerme e.Design assumes full bearing at all supports shown.Shim or wedge if RENEWAL DATE: 12-31-2021 fab on icati ,balding,shipment and installation of components. 7.Design es�umes adequate drainage Is provided. March 2,2021 " 6.ThIs design is furnished subject to the limitations set forth by S.Plates shall be located on both faces of hiss,and placed so their center TPNWTCA In SCSI.copies of which will be furnished upon request titres coinckle with Joint center lines. 9.Digits indicate see of plate in inches. MiTek USA,Ino./CompuTfus Software 7.7.0-SP3(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(Mtfek) J This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.6" IBC 2018 MAX MEMBER FORCES 4WR/DDF/Cq=1.,00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-5=(0) 0 BC: 2x4 KDDF #14BTR SPACED 24.0" O.C. 2-3=(-461) 209 Y 3-4=(-107) 44 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PEE 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/ 330V -119/ 242H 5.50" 0.53 KDDF ( 625) Snow: ASCE 7-16, 25 PSF Roof Snow(Ps) 5'- 9.2" 0/ 218V 0/ OH 5.50" 0.35 KDDF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 5'- 11.2" -256/ 392V 0/ OH 1.50^ 0.50 KDDF ( 625) 7'- 11.6" -19/ 9V 0/ OH 1.50" 0.01 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2018. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. (PROVIDE FULL BEARING;Jts:2,5,3,9 I 'COND. 2: Design checked for net(-5 Dsf) uplift at 24 "cc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ii 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= 0.224" @ 2'- 11.6" Allowed = 0.576" MAX TC PANEL TL DEFL = 0.204^ @ 2'- 11.6" Allowed = 0.864" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL= -0.008" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.008" @ 5'- 11.2" 12 li Design conforms to main windforce-resisting 14.00 7 system and components and cladding criteria. • Wind: 120 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.B, MWFRS(Dir), DOL=1.6, B=45ft, L=Bft, E=9ft, Gable/Hip, EJ, o Truss designed fox wind loads 1 in the plane of the truss only. al 0 IMax CST: TC:0.42 BC:0.27 Web:0.00 I 0 'TT o _� -! 0 M-3x4 ik 0-08 6-00 J.' 1-11-09 y ��5 �GINEF�4 �02 9 ,8>y9200PE `� JOB NAME : POLYGON 222300E - J8 Scale: 0.3483 WARNINGS: GENERAL NOTES, unless otherwise noted: 1,Builder and erectionparameters shown contractor should be advised of all General Notes 1.This design is based only upon the paramete shown and Is for an individual �� O REGO N �'�1�/ Truss: J8 and Warnings before construction commences. building component.Applicability of design parameters and proper �/ 2.2x4 compression web bracing must be Installed where shown Y. Incorporation of component is the responsibility of the building designer. � r 2Tv �� 3.Additional temporary bracing to insure stability during cctlan 2.Design assumes the lop and bottom chords to be laterally braced at ousW /O 14 Is the responsibility or the erector.Additional permanent bracing of 2 o.c.and at 10'o.c.respectively unless braced throughout their lengthby continuous sheathing such as plywood sheaming(TC)and/or drywall(BC). DATE: 3/1/2 021 the overall structure is the responsibility of me building desgrer. 3.2x Impact bridging or lateral bracing required where shown.« �l1 p + S EQ.: K 914 4 3 4 8 4.No load should be applied to any component until after all bracing and 4.Petallaeon of Miss th ss is e responsibility of the respective contractor. � !l l fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads he applied roam component. and are for'dry condition-of use. 5.CompuTrue has no control over and assumes no responsibility for the 8.Design assumes full baedng at all supports shown.Shim or wedge if RENEWAL DATE: 12-31-2021 mcessory. fabrication,handling.shipment and installation of components. '.Det eaadeduonedthageioprues,a March 2,2021 5.This design is furnished subject to the limitations set Corm by e.Rates shall be located on both faces of truss,and placed so mein center TPIAWTCA in SCSI,copies of which will be fumished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.7.0-SP3(1L)-E 10.For basic connector plate design values see ESR-t311,ESR-t988(Wok) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 10.1" IBC 2018 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-968) 211 1-4=(0) 0 BC: 2x9 KDDF#1&BTR SPACED 24.0" O.C. 2-3=(-105) 43 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD= 42.0 PSF 0'- 0.0" -22/ 249V -107/ 212H 5.50" 0.90 KDDF ( 625) 5'- 7.7" 0/ 216V 0/ OH 5.50" 0.35 KDDF ( 625) Snow: ASCE 7-16, 25 PSF Roof Snow(Ps) 5'- 9.8" -263/ 390V 0/ OH 1.50" 0.50 KDDF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 7'- 10.1" -17/ 11V 0/ OH 1.50" 0.02 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2018. (PROVIDE FULL BEARING,Jts:1,9,2,3 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICONS. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL= 0.217" @ 2'- 10.9" Allowed= 0.571" MAX TC PANEL TL DEFL = 0.197" @ 2'- 10.9" Allowed= 0.856" b SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL= -0.009" @ 5'- 9.8" MAX HORIE. TL DEFL= -0.009" @ 5'- 9.8" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 14.00 F it Wind: 120 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.B, MWFRS(Dir), DOL=1.6, B=95ft, L=8ft, E=4ft, Gable/Hip, EJ, Truss designed for wind loads in the plane of the truss only. o (Max CSI: TC:0.42 BC:0.28 Web:0.00 I ch o • 1 A r o miiiii -, O M-3x4 �� p PR OFF y 5-10-08 y 1-11-09 1 \� NGINEF19-die2 92 0P JOB NAME : POLYGON 222300E - J8X Scale: 0.3970 WARNINGS: GENERAL NOTES, unless otherwise noted: /'. 1.Bulkier 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 O R EGO N t14/ Truss: J8X and Warnings before construction commences. building component.Applicability of design parameters end proper �� '\ 2.2x4 compression web bracing must be installed where shown*. Incorporation of component Is the responsibility of the building designer. Al 3.Additional temporary bracing to Insure stability during construction 2.Design and l tO Ore lop and bottom clods to be laterally braced al `/s) y 41 20 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 /v 1 continuous sheathing such as plywood ghee where and/or drywall(BC). DATE: 3/1/2 021 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown i 4 ��1-] 1 SEQ.: K 914 4 3 4 9 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of Be respective contractor. 1� In fasteners are complete and at no time should any loads greater than 5.Design assumes busses are robe used in a non-corrosive environment, design loads be applied to any component. ant are for-dry condition'of use. TRANS ID: LINK 5.CanpuT us has no control ae and assumes respo sibility for the B.Design assumes full bearing at all supports shown.Shim or wedge if RENEWAL DATE: 12-31-2021 fabrication,handling,shipment and installationof components. 7.Design sasuses adequate drainage is provided. • March 2,2021 B.This design is furnished subject to the limitations set forth by B.Plates shell be located on both feces of buss,end placed so their center TPIMTCA In SCSI,copies of which will be furnished upon request. fines coincide with joint center lines. 9.Digits indicate size of plate In inches ` MiTek USA,I no./CompuTrus Software 7.7.0.SP3(1L).E 10.For basic connector plate design values see ESR-1311,ESR-198E(MiTek) This design prepared from computer input„by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 11.6" IBC 2018 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-5=(0) 0 • BC: 2x4 KDDF #14BTR SPACED 24.0" O.C. 2-3=(-506) 232 3-4=(-111) 48 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 BOG AREA OVERHANGS: 8.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 329V -129/ 273H 5.50^ 0.53 KDDF ( 625) Snow: ASCE 7-16, 25 PSF Roof Snow(Ps) 5'- 9.2" 0/ 238V 0/ OH 5.50" 0.38 KDDF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 5'- 11.2" -268/ 397V 0/ OH 1.50" 0.51 KDDF ( 625) 8'- 11.6" -34/ 50V 0/ OH 1.50" 0.08 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2018. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. PROVIDE FULL BEARING;Jts:2.5,3.4 I ICONS. 2: Design checked for net(-5 oaf) uplift at 24 "oc spacing. I 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 = 0.166" @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = 0.147" @ 3'- 9.8" Allowed= 0.864" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.010" @ 8'- 10.8^ MAX HORIZ. TL DEFL = -0.010" @ 8'- 10.8" Design conforms to mai n windforce-resisting 12 system and components and cladding criteria. 14.00 P7 ii Wind: 120 mph, h=24.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-16, (All'Heights), Enclosed/Pr. Open, Cat.2, Exp.B, MWFRS(Dir), DOL=1.6, B=45ft, L=9ft, E=9ft, Gable/Hip, EJ, Truss designed for wind loads N in the plane of the truss only. 0 1 r+ :-r h La,CSI: TC:0.20 RC:0.27 Web:0.00 I O rl O u t ✓A -/ I 5- M-3x4 �aEq P R OAFS 0-08 6-00 y 2-11-09 y ��5� k/NGINE14 /°� 7 89200PE `� JOB NAME : POLYGON 222300E - J9 Scale: 0.3111 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 O R EG ON As Truss: J9 and Warnings before construction commences. building component.Applicability of design parameters and proper 1 2.TA 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 constructor ss 2.Design assumes the tap and bottom chords to be laterally braced at /O "I 14 f1^O �''� is the responsibility the erector.Additional permanent bracing of 2'o.c.and at la o.c.respectively unle braced throughout Moir length by Y 1 G continuous sheathing such as plywood sheathing(TC)anNor drywell(BC). µV DATE: 3/1/2 021 the overall structure is the responsibility of the building designer. 3.2z Impact bndging or lateral bracing required where shown•s p 11 �, SEQ.: K 914 4 3 5 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. �1 it 1 L fasteners are compete and at no time should any loads greater than 5.Design assumes busses are to be used In a noncorrosive environment, design loads be applied to any component. and are tor'My condition'of use. TRANS ID: LINK 5.Compaaniahas no control over and assumes no responsibility for lhe 6.Design assumes fullbeanngalallsuppub shown.Shim a wedge lf RENEWAL DATE: 12 31 2021 fabrication.handling,shipment and Installation of components. necessary. T.Design assumes adequate drainage is provided. March 2,2021 6.This design is furnished subject to the limitations set fold by 8.Plates shall be located on both faces alms,and placed so their center TPIIWTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint canter lines. 9.Digits indicate size of plate In Inches. MTek USA,Inc./CompuTrus Software 7.7.0-5P3(1L).E 18.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 8'- 10.1" IBC 2018 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE= 1.15 1-2=(-513) 236 1-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-110) 48 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD= 42.0 PSF 0'- 0.0" -22/ 258V -122/ 243H 5.50^ 0.41 KDDF ( 625) 5.- 7.7" 0/ 237V 0/ OH 5.50" 0.38 KDDF ( 625) Snow: ASCE 7-16, 25 PSF Roof Snow(Ps) 5'- 9.8" -276/ 397V 0/ OH 1.50" 0.51 KDDF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 8'- 10.1" -33/ 51V 0/ OH 1.50^ 0.08 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2018. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POP. (PROVIDE FULL BEARING;Jta:l,9,2,3 [COND. 2: Design checked for net(-5 nsf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.173" @ 2'- 11.0" Allowed = 0.571" -" MAX TC PANEL TL DEFL = 0.152" @ 3'- 1.5^ Allowed= 0.856" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.010" @ 8'- 9.3" MAX HORIZ. TL DEFL = -0.010" @ 8'- 9.3" Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 120 mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.B, MWFRS(Dir), 14.00 7 DOL=1.6, B=45ft, L=9ft, E=4ft, Gable/Hip, EJ, Truss designed for wind loads in the plane of the truss only. N (Max CSI: TC:0.27 BC:0.27 Web:0.00 0 I 0 . 0 0 I 0 -/ I 1".� q''_ 0 M-3x4 �(( PROFESS 1 5-10-08 l 2-11-09 1 Q45, y\GINEFR /0�9 92 0P JOB NAME : POLYGON 222300E - J9X Scale: 0.3098 WARNINGS: GENERAL NOTES, unless otharwlsenoted: 4 OREGON <vir 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 7 Truss: J9X and Warnings before construction commences. building component.Applicability of design parameters and proper G 1th i 2.2x4 compression web bracing must be installed where shown s. incorporation of component Is ad responsibility of the building designer. 3.Additional temporary bracing M Insure stability during construction 2.Design assumes the top and bottom chords to be laterally brace at /0 4 J 1 ,t t 20 v4 is the responsibility at the erector.Additional permanent Mating of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Y ^1\T buildscontinuous sheathing such as plywood sheathing(TC)and/or drywall(BC). [/V� DATE: 3/1/2 021 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ FR R10, SE K 914 4 3 51 4.No load should be espied to any component until after all bracing and 4. Ration of trusssiis a erne illnity of tee respective non-corrosive environment.ttor. 4•: fasteners are complete and at no time should any loads greater then Design assumes design loads be applied to any component. and are for.dry condition'of use. TRANS ID: LINK b.c«mo„Tma has na control over and assumes mg responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if RENEWAL DATE: 12-31-2021 ne fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. March 2,2021 8.Ibis design is fumislod subject to the limitations sat forth by S.Plates shall be located on both faces of buss,and paced so their center TPl/WECA 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 7.7.0-SP3(1L(.E 10.For basic connector plate design values see ESR-1311,ESR-1988(MRek) t This design prepared from computer inputlby Pacific Lumber and Truss-BC t LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.6" IBC 2018 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-5=(0) 0 • BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2-3=(-560) 257 3-4=(-135) 58 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" -22/ 327V -144/ 305H 5.50" 0.52 KDDF ( 625) Snow: ASCE 7-16, 25 PSF Roof Snow(Ps) 5'- 9.2" 0/ 258V 0/ OH 5.50" 0.41 KDDF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 5'- 11.2" -296/ 428V 0/ OH 1.50" 0.55 NUDE ( 625) 9'- 11.6" -66/ 98V 0/ OH 1.50" 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2018. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, 'PROVIDE FULL BEARING:Jts:2,5,3,4 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 S 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= 0.150" @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = 0.132" @ 3'- 4.9" Allowed = 0.864" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.012" @ 9'- 10.8" MAX HORIZ. TL DEFL = -0.012^ @ 9'- 10.8" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 19.00 7 Wind: 120 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.B, MWFRS(Dir), DOL=1.6, B=45ft, L=10ft, E=4ft, Gable/Hip, EJ, ,, Truss designed for wind loads o in the plane of the truss only. h 0 ' 'Max CSI: TC:0.30 BC:0.27 Web:0.00 I cv ri 0 ri rw o -, I 5o '` M-3x4 ,��o PROFFss 0-08 6-00 y 3-11-09 y ,5'' 0NGINEF,q �d'L 89200PE • JOB NAME : POLYGON 222300E - J10 .... /Scale: 0.2948WARN 1.Builder GENERAL NOTES, unless otherwise the noparameters �� OREGON ��/� 1.Builder and erection contractor shook be advised of all General Notes 1.This design Is based only upon me paremeiera shown and Is r«an Individual ktk Truss: J10 and Warnings before construction commences. building component.Applicability of design parameters and paper 2.2x4 compression web bracing must be installed where shown«. Incorporation of component is the responsibility of the building designer. AA 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chortle to be laterally braced at (A) -7 y d 20 is the responsibility W the erector.Additional permanent bracing of 2'o.c.and at 10.o.c.respectively unless braced throughout their length by /�+ 'x 1 continuous sheathing such as plywood ug(TC)and/or drywall(BC). DATE: 3/1/2 021 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requiredired where shown«« 4 i 1 S E K 914 4 3 52 4.No toad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 1�+ 4 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for'dry condition'of use. 5.Cempuons has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge ifRENEWAL DATE: 1 2-31-2021 necessary. fabrication,handling,shipment and installation of components. I.Design aalt eecaeduate onboth'face'o buss,an March 2,2021 8.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of Was,and placed so Nair canter TPIIWTCA N SCSI,copies of which will be furnished upon request. lines coincide wit joint center lines. 9.Digits indicate size of plate in inches. MiTak USA,Inc./CompuTras Software 7.7.0-SP3(1L).E 10.For basic connector plate design values see ESR-1311,ESR-1988(MRek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 10.1" IBC 2018 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF#18BTR LOAD DURATION INCREASE = 1.15 1-2=(-568) 261 1-4=(0) 0 BC: 2x9 KDDF#1&BTR SPACED 24.0" O.C. 2-3=(-136) 57 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD= 42.0 PSF 0'- 0.0" -20/ 266V -137/ 275H 5.50^ 0.43 KDDF ( 625) 5'- 7.7" 0/ 257V 0/ OH 5.50" 0.41 KDDF ( 625) Snow: ASCE 7-16, 25 PSF Roof Snow(Ps) 5'- 9.8" -309/ 428V 0/ OH 1.50" 0.55 KDDF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 9'- 10.1" -65/ 98V 0/ OH 1.50" 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2018. (PROVIDE FULL BEARING;Jts:l,4,2,3 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ' -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL= 0.155" @ 2'- 11.0" Allowed = 0.571^ MAX TC PANEL TL DEFL= 0.136" @ 2'- 11.0" Allowed = 0.856" /14.0017 * SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.012" @ 9.- 9.3" MAX HORIZ. TL DEFL = -0.012" @ 9'- 9.3" Design conforms to main windforoe-resistingsystem and components and cladding criteria. Wind: 120 mph, h=25ft, TCDL=9.2,BCDL=6.0, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.B, MWFRS(Dir), DOL=1.6, B=45ft, L=10ft, E=4ft, Gable/Hip, EJ, Truss designed for wind loads in the plane of the truss only. on 'Max CSI: TC:0.31 BC:0.26 Web:0.00 1 0 .ti 0 , o r 0I I.'''. 9�_� O M-3x9 <c,;?,EO PR OPFS ), ), ), NG I NE -. S/0 5-10-08 3-11-09 ,�� 19 � _Q :9200P JOB NAME : POLYGON 222300E - J10X _ �� Scale: 0.2937 - WARNINGS: GENERAL NOTES, unless otherwise noted: li 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 -yG O R EGON �� Truss: J 10X and warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown e. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the by and bottom chords tobe laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'a.c.respectively unless braced throughout their length by /O 14,20 continuous sheathing such as plywood eheathlrg(TC)anNor drywall(BC). r NV DATE: 3/1/2021 the overall structure is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown•... R p'�� S E K 914 4 3 5 3 4.No bad should be applied b any component until afet all bracing and 4.Installation of truss Is the responsibility of the respective contractor. rl 4 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a nth-corrosive environment, TRANS ID: LINK desig b n ade be applied to any component and ere b'tlrym ditldn'Muee_ 5.CompuTma has no contra cows and assumes no responsibility for the 8.Design bearing mes full bearing at all supports shown.Shim or wedge if RENEWAL DATE: 12-31-2021 fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. March 2,2021 8.This design is furnished subject to the limitations set form by 8.Plates shall be located on both faces of buss,and placed so their center -MONICA in BCSI,copies of which will be furnished upon request. lines coincide with pint center lines. 9.Digits indicate size of plate In Inches. 4 MTek USA,Ino./CompuTrus Software 7.7.0-SP3(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MTek) 1 This design prepared from computer inputby Pacific Lumber and Truss-BC ,Y, '.., LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2018 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-6=(0) 0 . BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-640) 259 3-4=(-240) 85 . TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -76) 0 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF OVERHANGS: 8.0" 10.6" TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Snow: ASCE 7-16, 25 PSF Roof Snow(Ps) 0'- 0.0" -22/ 328V -153/ 349H 5.50" 0.53 KDDF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) 5'- 11.2" -295/ 427V 0/ OH 1.50" 0.55 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PIE LIMITED STORAGE 10'- 0.0" -198/ 206V 0/ OH 1.50" 0.26 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2018. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'PROVIDE FULL BEARING:Jts:2.6,3.4 I ICONS. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed= 0.067" MAX TL DEFL= -0.001" @ 0'- -8.0" Allowed = 0.089" MAX LL DEFL= -0.002" @ 10'- 10.6" Allowed= 0.088" MAX TL DEFL= -0.002" @ 10'- 10.6" Allowed= 0.117" MAX TC PANEL LL DEFL= 0.150" @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL= 0.132" @ 3'- 4.9" Allowed = 0.864" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.014" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.019" @ 9'- 11.2" 12 14.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 120 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-16, ,N-I (All Heights), Enclosed/Pr. Open, Cat.2, Exp.B, MWFRS(Dir), I DOL=1.6, B=45ft, L=10ft, E=4ft, Gable/Hip, EJ, o Truss designed fox wind loads I in the plane of the truss only. M 'Max CSI: TC:0.30 BC:0.22 Web:0.00 I • 0 o M-3x9 6-- ��RE� pROpec,, 1, /. ), y ��S �cNG I NEFR /�2 0-08 6-00 4-10-09 ' 92 OP {= JOB NAME : POLYGON 222300E - J11 _.A Scale: 0.2752 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 OREGON 1,Ci Truss: J 1 l and warnings before construction commences. building component Applicability of design parameters and grope, 4, 2.2x4 compression web bracing must be installed where shown w. incorporation of component is the responsibility of the building designer. ' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at <O q y 14 ® P-�- Is the responsibility of the erector.Additional permanent bract ( 2'o.c.and at 10'o.c.respectively unless braced throughout melt length by IO ty bracing o continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). N.,DATE: 3/1/2021 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown f a .13 R 11-y SE K 914 4 3 5 4 4.No bad should be applied to any component until aver all bracing and 4.Installation of truss is the responsibility of the respective contractor. r1l 4• fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a nth-corrosive environment, design Baas be applies to env component. and are for-dry condition'of use. TRANS ID: LINK 5.ComWTms has no control oer and assumes noresponebil ytathe 8.Design assumes full bearing at all supports shown.Shim or wedge lf RENEWAL DATE: 12-31-2021 fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. March 2,2021 8.This design Is furnished subject to the limitations set fold by 8.Plates shall be located on both faces of buss,and placed so their center TPIINTCA in SCSI,copes of which will be furnished upon request lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrue Software 7.7.0.SP3(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 10'- 0.0" IBC 2018 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-6=(0) 0 BC: 2x4 KDDF #l&BTR SPACED 24.0" O.C. 2-3=(-580) 258 3-4=(-160) 58 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -21) 0 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PIE DL ON BOTTOM CHORD= 10.0 PSF OVERHANGS: 8.0" 3.0" TOTAL LOAD= 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Snow: ASCE 7-16, 25 PSF Roof Snow(Ps) 0'- 0.0" -22/ 327V -147/ 319H 5.50" 0.52 KDDF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) 5'- 11.2" -299/ 430V 0/ OH 1.50" 0.55 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 10'- 0.0" -88/ 121V 0/ OH 1.50" 0.15 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2018. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. (PROVIDE FULL BEARING;Jts:2,6,3,4 -/ 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" ' MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX LL DEFL = -0.000" @ 10'- 3.0" Allowed = 0.025" MAX TL DEFL = -0.000" @ 10'- 3.0" Allowed = 0.033" MAX TC PANEL LL DEFL = 0.150" @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = 0.132" @ 3'- 4.9" Allowed = 0.864" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL= -0.012" @ 9'- 11.2" MAX HORIZ. TL DEFL= -0.012" @ 9'- 11.2" 12 14.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 120 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-16, ' o (All Heights), Enclosed/Pr. Open, Cat.2, Exp.B, MWFRS(Dir), I DOL=1.6, B=45ft, L=10ft, E=4ft, Gable/Hip, EJ, o Truss designed for wind loads l in the plane of the truss only. N (Max CSI: TC:0.30 BC:0.22 Web:0.00 0 r' I 6- co M-3x4 -<<,RE0 PROpeo o-os e-oo 1 4-03 y 4�5 'NGINEFR , 17 89200PE N. JOB NAME : POLYGON 222300E - J12 4g%57 Scale: 0.2843 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 �� O R EG O N �� an Truss: J12 and warnings before construction cmences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed when shown, Incorporation of component is the responsibility of the building designer. to be laterally btaced at / 2. 3.Additional temporary bracing to insure stability during construction Design assumes the lap and bottom Chords 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 O Y 1 20 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). c [V/) DATE: 3/1/2 021 the overall structure is the responsibility of the building designer. 3.2x Impact bdtlging or lateral bracing required where shown,, R p'1 SEQ.: K 914 4 3 5 5 4.No mad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. �7 R l. fasteners are complete and at no time should any loads greater than 5.Design assumes Wawa are to be used in a noncorrosive environment, design loads be applied to any component. and are for'dry condition-of use. TRANS ID: LINK 5.ComWTms has no control over antlasnumasno eaponsibiliryfortiw 6.Design assumes full bearing at all supports shown.Shim or wedge if RENEWAL DATE: 12-31-2021 fabrication,handling,shipment and installation of components Desesnary. 7.DPatessalleeadeduoneoorfageiofbussed. March 2,2021 • B.This design is furnished subject m the limitations eat Corm by e.Prams shall be located on both faces or trues,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 size of plate In inches. MTek USA,Ira./CornpuTrue Software 7.7.0-SP3(1L).E 10.For basic connector plate design vanes see ESR-1311,ESR-1988(Mtlek) it This design prepared from computer inputtby Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2018 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 57 2-4=(0) 0 ` BC: 2x4 KDDF#1&BTR SPACED 24.0. O.C. 2-3=(-273) 137 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" -32/ 351V -83/ 177H 5.50" 0.56 KDDF ( 625) 5'- 9.2" -117/ 180V 0/ OH 1.50" 0.29 KDDF ( 625) Snow: ASCE 7-16, 25 PIP Roof Snow(Ps) 6'- 0.0" 0/ 150V 0/ OH 5.50" 0.24 KDDF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 Full height blocking is required at right bearing BOTTOM CHORD CHECKED FOR A 20 POE LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2018. (PROVIDE FULL BEARING;Jts:2,4.3 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'CORD. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 5-10 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1' 1' 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 = 0.381" @ 3'- 6.1" Allowed = 0.559" MAX TC PANEL TL DEFL = 0.352" @ 3'- 6.1" Allowed = 0.838" 4 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.005" @ 5'- 9.2" MAX HORIZ. TL DEFL = -0.005" @ 5'- 9.2" 12 14.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 120 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cet.2, Exp.B, MWFRS(Dir), DOL=1.6, B=45ft, L=6ft, E=4ft, Gable/Hip, EJ, Truss designed for wind loads o in the plane of the truss only. rv1 0 1 (Max CSI: TC:0.54 BC:O.39 Web:0.G0 0 L L I �� N i 9►�� 0 M-3x4 y0-08y 6-00 1 �S��NGF Ss�O ic, R If....., 89200PE T JOB NAME : POLYGON 222300E - J13 . 9,0,ewer*".* --�• Scale: 0.4145 • WARNINGS: GENERN.NOTsb onluniesy -�� OREGON ��(/� 1.Builder and erection contractor should be advised of all General Notes 1.This design la based only upon the parameters shown and is for an individual Truss: J13 and Wami gs before construction commences. building component.Applicability of design parameters and proper 2.2s4 compression web bracing must be installed where shown.. Incorporation of component is the responsibility of the building deegner. 1 3.Additional temporary bracing to insure stability during construction 2.Design assumes be top and bottom chords b be laterally braced a[ //AA�� 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 V Y 14,2� continuous sheathing such as plywood sheathing(TC)and/or drywall(OC). DATE: 3/1/2 021 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown.. C R p'1 SE K 914 4 3 5 6 4.No load should be applied b any component until after all bracing and 4.Installation of Imes Is the responsibility of the reepectve contractor. fl l.' 4 fasteners are complete and al no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are re.•an condition'muse. 5.CompuTms has no control ovo and assumes no responsibility for the 6.Design aesumes full bearing at all supports shown.Shim or wedge if RENEWAL DATE: 12-31-2021 fabrication,handling,shipment and Inefaliation of components. necessary.elgas I.Design assumesadeon drainage isbussetl. March 2,2021 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of base,and placed so their center TPIPMCA In BCSI,copies of which will be furnished upon request lines coincide with joint center lines 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.7.0-SP3(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Wok) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.5^ IBC 2018 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#16BTR LOAD DURATION INCREASE = 1.15 1-2=(-279) 138 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 PIP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD= 10.0 PSF 0'- 0.0" -31/ 273V -76/ 148H 5.50" 0.99 KDOF ( 625) TOTAL LOAD= 92.0 PSF 5'- 7.7" -120/ 179V 0/ OH 1.50" 0.29 KDDF ( 625) 5'- 10.5" 0/ 148V 0/ OH 5.50^ 0.29 KDDF ( 625) Snow: ASCE 7-16, 25 PSF Roof Snow(Ps) Full height blocking is required at right bearing Cs=1, Ce=1, Ct=1.1, I=1 BOTTOM CHORD CHECKED FORA 20 PIP LIMITED STORAGE 'PROVIDE FULL BEARING;Jts:1,3,2 I LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2018. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-08-08 MAX TC PANEL LL DEFL = 0.376" @ 3'- 5.2" Allowed = 0.559" 1 1 MAX TC PANEL TL DEFL = 0.348" @ 3'- 5.2" Allowed = 0.830" -/ SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL= -0.005" @ 5'- 7.7" 0 MAX HORIZ. TL DEFL= -0.005^ @ 5'- 7.7" 12 Design conforms to main windforce-resisting 19.00 V system and components and cladding criteria. Wind: 120 mph, h=22.6ft, TCDL=9.2,BCDL=6.0, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.B, MWFRS(Dir), DOL=1.6, B=95ft, L=6ft, E=4ft, Gable/Hip, EJ, Truss designed for wind loads in the plane of the truss only. 7 'Max CSI: TC:0.56 BC:0.41 Web:0.00 I coo O 1p„t_ O I O I f �� r=� 0 1 3 M-3x4 l l env PR OFFS 5-10-08 �� NG,IN,EF9 /per 892000PE % JOB NAME : POLYGON 2 2 2 3 0 0E - J13X Scale: 0.4193 (y. WARNINGS: GENERAL NOTES, unless omewtae noted: ,I(., 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon tie parameters Now,and is for an individual 7/ O R EGO N ��(/ Truss: J13X and Wamings before construction commences building component.Applicability or design parameters and proper G. 2.2x4 compression web bracing must be Installed whore 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 m be laterally braced al is the responsibility of the sector.Additional permanent bracing of 2'o.c.and at 1g oz.respectively unless braced(TC)an throughout their length by /4 '�. 14, 2° continuous sheathing such as plywood sheathing(TC)arid/or drywall(BC). DATE: 3/1/2 021 the overall structure Is the responsibility of the building designer- 3.2s Impact bridging or lateral bracing required where shown++ �R 1�`„ SE K 914 4 3 5 7 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. R 4•' fasteners are complete and at no time should any bads greater than 5.Design assumes hisses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for'dry condition'oruse. 5.CompuTrus has no control over end assumes no reaponsibiliry for the ft. lin.Design assumes full bearing at all supports ls show Shim or wedge if RENEWAL DATE: 12-31-2021 necess fabdostion,bantling,shipment and installation of components. T.Design as adequate drainage is provided. March 2,2021 I.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 TPII TCA in BCSI,copies of which wit be furnished upon request. lines coincide with joint cents lines. • 9.Digits indicate size of plan in inches. MiTek USA,Inc./CompuTrus Software 7.7.0.SP3(1L).E to.For basic connector plate design values see ESR-1311,ESR-1988(MTek) 4 This design prepared from computer inputs by Pacific Lumber and Truss-BC w LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.8" IBC 2018 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 . BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-83) 35 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: 16.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -54/ 399V -21/ 74H 5.50" 0.64 KDDF ( 625) 1'- 9.2" -68/ 62V 0/ OH 5.50" 0.10 KDDF ( 625) Snow: ASCE 7-16, 25 PSF Roof Snow(Ps) 3'- 11.8" -44/ 94V 0/ 0H 1.50" 0.15 KDDF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'PROVIDE FULL BEARING:Jts:2,4,3 ' REQUIREMENTS OF IBC 2018 AND IRC 2018 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 12 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7.00 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.007" @ -1.- 4.0" Allowed= 0.133" MAX TL DEFL = -0.008" @ -1'- 4.0" Allowed= 0.178" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed= 0.054" MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed= 0.072" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL= -0.000" @ 3'- 11.1" '' MAX HORIZ. TL DEFL= -0.000" @ 3'- 11.1" Design conforms to main indforce-resisting system and components and cladding criteria. od Wind: 120 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-16, o I (All Heights), Enclosed/Pr. Open, Cat.2, Exp.B, MHFRS(Dir), ce DOL=1.6, B=45ft, L=4ft, E=4ft, Gable/Hip, EJ, o II Truss designed for wind loads 1v in the plane of the truss only. 'Max CSI: TC:0,18 BC:0.19 Web:0.00 ' I o 7- 20ELS 9MELS -f M-3x4 l l 1 , 1-04 2-00 1-11-13 • • '(<- 0 PRQFF06, ��S0NGINEFR %^'L p e 89200PE r JOB NAME : POLYGON 222300E - SJ1 ,00!.0-. Scale: 0.7097 • •42IPP • WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design la based only upon the parameters shown and is for an individual "t I� OREGON �� Truss: SJ1 and warnings before construction commences. baiuing component.Applicability of design parameters and Proper 77 _4, Vt 2.2x4 compression web bracing must be installed where shown+ Inrotporatlm of component is Me responsibility of the bonding designer. %, 1�O��1 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced et �O ' 1,1 Y1 Is Me reaponaibility d the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.messi ply unless braced)TC)a rat their length by Y continuous sheathing such as plywood ahmtwg(TC)and/or dhywall(BC). DATE: 3/1/2 021 the overall structure is the responsibility of the Wilding designer. 3.2x Impact bridging o lateral bracing required where shown++ �R I�`„ SE K 914 4 3 5 8 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. fl 4 fasteners are complete and at no time should any bads greater than 5.Design assumes busses are to be used in a ran-corrosive environment, TRANS ID: LINK design loads be applied to any component. 6.and Design am r«cry am bearing en as shown.shim or wee t 5.compcTmehasnocontroloverandassumesnoresponaNlitybrtheaasamea supports RENEWAL DATE: 12-31-2021 fabrication,handing,shipment and insallabon of components. 7.Snags assumes adequate drainage is provided. Mardi 2,2021 6.This design is furnished subject In the limitations set forth by a.Plates shall be located on best faces of hues,and placed so their center OPIAYfCA In SCSI,copies of which will be furnished upon request. lines coincide elm joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.7.0-SP3(1L).E 1t.For basic connector plate design values see ESR-1311,ESR-1988(MNet) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.8" DEC 2018 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-157) 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: 16.0^ 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" 0/ 330V -41/ 127H 5.50" 0.53 KDDF ( 625) 1'- 9.2" -113/ 299V 0/ OH 5.50" 0.97 KDDF ( 625) Snow: ASCE 7-16, 25 PSF Roof Snow(Ps) 7'- 11.8" -90/ 192V 0/ OH 1.50" 0.31 KDDF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (PROVIDE FULL BEARING;Jts:2.9.3 I REQUIREMENTS OF IBC 2018 AND IRC 2018 NOT BEING MET. ' ICONS. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing. I 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 = -0.007" @ -1'- 4.0^ Allowed= 0.133" MAX TL DEFL= -0.008" @ -1'- 4.0" Allowed = 0.178" MAX BC PANEL LL DEFL = -0.006" @ 1'- 0.1" Allowed= 0.054^ -/ MAX BC PANEL TL DEFL = -0.007" @ 1'- 0.1" Allowed= 0.072" SEASONED LUMBER IN DRY SERVICE CONDITIONS �'' MAX HORIZ. LL DEFL = -0.001" @ 7'- 11.1" 7.00 12 MAX HORI Z. TL DEFL = -0.001" @ 7'- 11.1" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 120 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-16, (All Heights), Enclosed/Pr. Open, Cat.2, Exp.B, MWFRS(Dir), DOL=1.6, B=45ft, L=8ft, E=4ft, Gable/Hip, EJ, Truss designed for wind loads oo in the plane of the truss only. 1 .1 (Max CSI: TC:0.70 BC:0.60 Web:0.00 N O N �- 0 21� 4�� -, M-3x4 y 1-04 y 2-00 y 5-11-13 ,I, ��ED PR°Pee �co. LNGINEFR /�2 9 89200PE % JOB NAME : POLYGON 222300E - SJ2 " '�• Scale: 0.5126 - WARNINGS: GENERAL NOTES, unless otherwise noted: O OREGON �(/. 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: SJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper 4/ d- �A. L 2.2a4 compression web bracing must be installed where shown,. Incopoation of component Is the responalblllty of the building designer. �/ -(7 l'� '` 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at 4 y1 2a P Is the responsibility of me erector.Additional permanent bracing of 2'no.and at 10'o.c.respectively unless braced throughout their length by /O T t continuous sheathinginor such last plywood required sand/or drywaN(BC). MFR R'0- DATE: NV 3/1/2 021 the overall structure is the responsibility of the building designer. 3.co Impact bridging o lateral bracing required where shown SEQ.: K 914 4 3 5 9 4.No load should be applied to any component until aver all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Deane assumes busses are to be used in a non-corrosive environment, design loads be applied to any component. Deign as aand are for'any condition-of use. TRANS I D: LINK .Design fun bearing at am supports shown.shim or wedge it 5.CompuTmshasnocontroloverandassumesnoreggnsibilityforthe line essay RENEWAL DATE: 12 31 2021 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. March 2,2021 • 8.This design is furnished sublect to the limitations set forth by a Plates shall be located on both faces of truss,and placed so their center TPI/WTCA M BCSI,copies of which will be furnished upon request. lines coincide with loinl center lines. a.Digits indicate size of plate in inches. S MITek USA,Inc./CompuTrus Software 7.7.0-SP3(1 L).E 10.For basic connector plate design values see EBR-1311,ESR-1988(MTek) This design prepared from computer inputfby Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 6.0. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15AI BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 120 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-16, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed/Pr. Open, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD= 42.0 PSF DOL=1.6, B=45ft, L=7ft, E=4ft, Gable/Hip, Common, Unbalanced live loads have been Truss designed for wind loads considered for this design. Snow: ASCE 7-16, 25 PSF Roof Snow(Ps) in the plane of the truss only. Cs=1, Ce=1, Ct=1.1, I=1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2018 AND IRC 2018 NOT BEING MET. M-lx2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1Mae CSI: TC:0.00 BC:0.00 Web:0.00 3-03 3-03 T T T 12 12 NOTE: DESIGN ASSUMES SHEATHING TO ONE FACE. 7.00 17 Q 7.00 IIM-4x4 0 0 0 0 I N N f , -, 4 5 y 1-00 y 6-06 y 1-00 y ��Ep PROpec, ti�g LNG i NEFR /�2 9 89200PE JOB NAME : POLYGON 2 2 2 3 0 0E — XGE Scale: 0.5187 WARNINGS: GENERAL NOTES, unless otherwise rioted: ,.Bonder and erection contractor should be advised Drell General Notes ,.This design Is based only upon the parameters sawn and le for an Indlvldual -yL OREGON �44,/ Truss: XGE and Warnings before construction commences building component Applicability of design parameters and proper • 2.244 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to inure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at '0 q Y 14 ZO �+ Is the responsibility of the erector.Additional permanent bracing of r o.c.and at to•o.c.respacn ehiply unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 3/2/2 021 the overall structure Is the responsibility or the building designer. 3.le Impact bridging or lateral bracing required where shown.. �[>R I1 S EQ.: K 914 4 3 6 0 4.No toad should be applied to any component until alter all bracing and 5.Installation or truss Is r esp beeeil of the resPosos conked.. rrnsnl �l!7 1� fasteners are complete and at no time should any wads greater than Design assumes to assign toads be applied to any component. and are for-dry condition of use. TRANS ID: LINK 5.ComWTue has no control oe aMessumeanoresponsbliryforthe a.Design assumes full bearing at all supper.shown.Shim or wedge if RENEWAL DATE: 12-31-2021 fabrication,handling,shipment and metaliation of components. 7.Design assumes adequate drainage is provided. M arch 2,2021 6.This design is fumis,ed subject w the limitations set forth by a.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA In SCSI,copes of which will be furnished upon request lies coincide with Joint center lines 9.Digits indicate size of plate in trobes. MiTek USA,Inc./CompoTrus Software 7.7.0-SP3(1L)-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 7'- 6.0" IBC 2018 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-29) 39 3-5=(-233) 190 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-92) 71 WEBS: 2x9 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= 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -39/ 453V -23/ 71H 5.50" 0.72 KDDF ( 625) Snow: ASCE 7-16, 25 PSF Roof Snow(Ps) 7'- 6.0" -36/ 307V 0/ OH 5.50" 0.49 KDDF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 M-1.5x9 or equal at non-structural vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 oaf) uplift at 29 "oc spacing. REQUIREMENTS OF IBC 2018 AND IRC 2018 NOT BEING MET. " For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL= 0.269" @ 4'- 0.6" Allowed = 0.438" MAX TC PANEL TL DEFL= -0.250" @ 3'- 9.7" Allowed = 0.656" SEASONED LUMBER IN DRY SERVICE CONDITIONS 7-02-04 0-03-12 MAX HORIZ. LL DEFL= 0.000" @ 7'- 2.2" MAX HORIZ. TL DEFL= 0.000" @ 7'- 2.2" 12 4.00 M-1.5x3 Design conforms to main windforce-resisting system and components and cladding criteria. M-3x6 Wind: 120 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-16, _ (All Heights), Enclosed/Pr. Open, Cat.2, Exp.B, MWFRS(Dir), = DOL=1.6, B=95ft, L=Bft, E=9ft, Gable/Hip, Common, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-1.Sx9 ,n i m 'Max CSI: TC:0,59 BC:0.37 Web:0.16 o i II Truss designed for 9x2 outlookers. 2x4 let-ins N of the same size and grade as structural top M-3x6 chord. Insure tight fit at each end of le -in. Outlookers must be cut with care and are permissible at inlet board areas only. im ml 0 llal i 2 5 M-3x4 M-1.5x3 1 1 l 7-02-04 0-03-12 l 1 y 1-00 7-06 �. PR oFF6's ��5 LNG l NEFR /0 Q ti.,.... 89200PE r JOB NAME : POLYGON 222300E - Z1 Scale: 0.5562 pis /� . WARNINGS: GENERAL NOTES, unless lyupo the p noted:arameters '9� OREGON �li �C/� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the Paremelere ahavm and is for an individual Truss: Z 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown.. Incorporation of component is the responsibility of the building designer. �n 2O��4 3.Additional temporary bracing b insure etefa:: during construction 2.Design assumes the top and bottom chords to be laterally braced at /O '1 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 1 continuous sheathing such as plywood required sheathing(TC)andfor arywall(BC). DATE: 3/1/2 021 the overall shooter.is the responsibility component of the building designer. 3.2x Impact bridging or lateral bracing required where shown.. h(7�']'1 SEQ.: K 914 4 3 61 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the reeponsblity of the respective contractor. \\\(�I7 �+ fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a ronrxxroaive enWronmenl, design bade be applied to any component. antl are for-dry condition'of use. TRANS ID: LINK 5.ComWTma has no control over and assumes no responsibility for the 8.Design assumes fullbearing at all supports shown.Shim a wedge if RENEWAL DATE: 12 31 2021 fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. March 2,2021 1 8.This design is furnished subject to the limitations sat forth by 8.Plates shall be located on both faces of truss,and placed so their center TPBWICA In BCSI,copies of which will be(whistled spar request lines coincide with feint center lures. 9.Digits indicate size of plate in inches. MITek USA,Inc./CompuTfus Software 7.7.0.SP3(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MNek) - This design prepared from computer inpuVy Pacific Lumber and Truss-BC s LUMBER SPECIFICATIONS TRUSS SPAN 7'- 6.0" IBC 2018 MAX MEMBER FORCES 4WR/DDF/Cq=1.000 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-29) 39 3-5=(-233) 190. BC: 2x4 KDDF #14BTR SPACED 29.0" O.C. 2-3=(-92) 71 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= 92.0 PIP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -39/ 953V -23/ 71H 5.50" 0.72 KDDF ( 625) Snow: ASCE 7-16, 25 PSF Roof Snow(Ps) 7'- 6.0" -36/ 307V 0/ OH 5.50" 0.49 KDDF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2018 AND IRC 2018 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX TC PANEL LL DEFL = 0.269" @ 4'- 0.6" Allowed= 0.438" MAX TC PANEL TL DEFL = -0.250" @ 3'- 9.7" Allowed= 0.656" SEASONED LUMBER IN DRY SERVICE CONDITIONS A 7-02-04 0-03-12 MAX HORIZ. LL DEFL = 0.000" @ 7'- 2.2" 1 ' 1 MAX HORIZ. TL DEFL = 0.000" @ 7'- 2.2" 12 4.00 Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 -. Wind: 120 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-16, 1 (All Heights), Enclosed/Pr. Open, Cat.2, Exp.B, MWFRS(Dir), DOL=1.6, B=45ft, L=Bft, E=4ft, Gable/Hip, Common, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. N ri 'Max CSI: TC:0,59 BC:0.37 Web:0.16 I Ch O N N 1r3 • I -- O - -7 • 1 2 ** 5 O M-3x4 M-1.5x3 1 J. Y 7-02-04 0-03-12 1 J. 1-00 7-06 ��? PROF ��5 LNG I NEFR /"- 9 89200PE 1 JOB NAME: POLYGON 222300E - Z2 Scale: 0.5937 i ` / • • WARNINGS: GENERAL NOTES, unless otherwise noted: le 1.Builder and erection contractor should be adwseed of as General Notes 1.Ibis design is based only upon the parameters shown and is for an individual 17� ORE GO N ��C/� Truss: Z 2 and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown 4. incorporation of cwnpanent is the responsibility of the building designer. ,[J 1 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lap end bottom chortle to be laterally braced al �o " 1 4 r 2O ��" is the responsibility of me erector.Additional permanent bracing of 2'a.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheameng(TC)end/w drywalltBC). h NV DATE: 3/1/2021 the overall structure is the to anysibility of the building designer. 3.23 Impact bridging or lateral bracing required where shown+t �t�R 1 L� SEQ.: K9144362 4.No load should be applied to component until after all bracing and 4.Installation of truss Is the be of the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design to n assumes trusses are be used in a noncorrosive environment, design loads be applied loan component. and are for'dry condition.of use. TRANS ID: LINK 5.cwnpurms has re control over and assumes noresponsiality for the 8.Design assumes full bearing at all supports shown.Shim or wedge if RENEWAL DATE: 12-31-2021 men fabrication,handing,shipment and Installation of components. 7as .Design hae"maocaadequate onbothdrainage'e"ussed. March 2,2021 d.This design is furnished subject to the limitations sat roan by e.Plates shall be located on both races of buss,and paced so mein canter TPIMTCA in BCSI,copies of which will be furnished upon request. lines coincide wtm joint center lines. 9.Dgits indicate size of plate to inches. MiTek USA,Inc./CompuTrus Software 7.7.0-SP3(1L)-E in.For basic connector plate design values see ESR-1311,ESR-1988(MTek) 4 *'ymbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 3/4' Center plate on joint unless x,y_r__ p Y offsets are indicated. I (Drawings not to scale) Damage or Personal Injury r� Dimensions are in ft-in-sixteenths. Ld�� \ 1. Additional stability bracing for truss system,e.g. L^J W Apply plates to both sides of truss 1 2 3 d a,cnai x_brac s always required. S arc!, and fully embed teeth. TOP CHORDS I `I s 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves CITY OF TIGARD 0-1/16" N may require bracing,or alternative Tor I bracing should be considered. po3. Never exceed the design loading shown and never BUILDING DIVISION I O stack materials on inadequately braced trusses. U U a 4. Provide copies of this truss design tor the building iiillilkil Q designer,erection supervisor,property owner and For 4 x 2 orientation,locate C7-8 C6-7 C5-6 I— all other interested parties. BOTTOM CHORDS plates 0- 1'16'from outside 5. Cut members to bear tightly against each other. edge of truss. 8 7 6 5 6. Place plates on each face of truss at each joint and embed fully.Knots and wane at joint This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE locations are regulated by ANSI/TPI 1. required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 7. Design assumes trusses will be suitably protected from connector plates. THE LEFT. the environment in accord with ANSI/TPI 1. 'Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 8. Unless otherwise noted,moisture content of lumber software or upon request. NUMBERS/LETTERS. shall not exceed 19%at time of fabrication. 9. Unless expressly noted,this design is not applicable for PRODUCT CODE APPROVALS use with fire retardant,preservative treated,or green lumber. PLATE SIZE ICC-ES Reports: 10.Camber is a non-structural consideration and is the The first dimension is the plate responsibility of truss fabricator.General practice is to 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 camber for dead load deflection. to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 11.Plate type,size,orientation and location dimensions the length parallel to slots. 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 specified. / Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the 13.Top chords must be sheathed or purlins provided at by text in the bracing section of the truss unless otherwise shown. spacing indicated on design. output. Use T or I bracing 14.Bottom chords require lateral bracing at 10 ft.spacing, if indicated. Lumber design values are in accordance with ANSI/TPI 1 or less,if no ceiling is installed,unless otherwise noted. section 6.3 These truss designs rely on lumber values BEARING established by others. 15.Connections not shown are the responsibility of others. II Indicates location where bearings approval of an engineer. (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved 16.Do not cut or alter truss member or plate without prior 41.11111110 reaction section indicates joint 17.Install and load vertically unless indicated otherwise. MIME number where bearings occur. 18.Use of green or treated lumber may pose unacceptable Min size shown is for crushing only. environmental,health or performance risks.Consult with 44. project engineer before use. Industry Standards: 19.Review all portions of this design(front,back,words ANSI/TPI1: National Design Specification for Metal and pictures)before use.Reviewing pictures alone 9 p is not sufficient. Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. I,MII 20.Design assumes manufacture in accordance with BCSI: Building Component Safety Information, I\/I '1"I ANSI/TPI 1 Quality Criteria. Guide to Good Practice for Handling, 21.The design does not take into account any dynamic Installing&Bracing of Metal Plate or other loads other than those expressly stated. Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.5/19/2020 • CT ENGINEERING Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. I 206.285.4512 (V) 206.285.0618 (F) 7 -Arm #15238 Structural Calculations Polygon at River Terrace RUCTUR,gz Single—Family co PROF Plan 222300E � ��91NF � • Tigard, OR 4/0 F 12 RO ss). Design Criteria: 2017 ORSC (2015 IBC) ASCE 7-10 08/31/2021 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Soil Bearing = 2000 psf Client: Taylor Morrison 703 Broadway Street, Suite 710 Vancouver, WA 98660 Ph: 360.695.7700 Fax: 360.693.4442 Architect: M ilbran dt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 15238_2021.08.31_RT SF_Plan 222300E_Structural Calculations.pdf Page 1 of 32 CT ENGINEERINGG •,, INC 180 Nickerson St. ' Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Polygon at River Terrace(Single-Family Homes)—Tigard, OR DESIGN SUMMARY: (Note- Dual reference for Plan 222300 also includes Plan 5) The proposed project is a single-family home development. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below. The structures are two-story wood-framed. Roof framing is comprised of pre-manufactured pitched chord wood trusses. Upper floor framing is comprised of pre-manufactured open-web floor trusses. Main floor framing is comprised of pre-manufactured wood I-joists. The foundations are conventional strip and spread footings. Wind design is based on the ASCE 7-10 MWFRS (Envelope Procedure)for 120 mph ultimate wind speed, exposure category B and with a Kzt value of 1.00. Seismic lateral design is based on the"equivalent lateral force" procedure with Ss and S1 values from ASCE 7-10 and with soil classification "D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered: 2017 ORSC, 2015 IBC and ASCE 7-10. The following computer design software may have been used for various components: Excel Enercalc Forte RISA Tedds Note that various software releases may have been used. Where software references standards prior to the current ORSC/IBC/ASCE code cycle, various design parameters including load factors, load combinations, allowable design stresses, etc., have been verified to meet or exceed those as referenced by the current ORSC/IBC/ASCE code. 15238_2021.08.31_RT SF_Plan 222300E_Structural Calculations.pdf Page 2 of 32 4 SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: ROOF Roofing - 3.5 psf Roofing-future 0.0 psf 5/8" plywood (O.S.B.) 2.2 psf Trusses at 24"o.c. 4.0 psf Insulation 1.0 psf (1) 5/8"gypsum ceiling 2.8 psf Misc./Mech. 1.5 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0 psf NO gypsum concrete 0.0 psf 3/4" plywood (O.S.B.) 2.7 psf joist at 12" 2.5 psf Insulation 1.0 psf (1) 1/2"gypsum ceiling 2.2 psf Misc. 2.6 psf FLOOR DEAD LOAD 15.0 PSF 15238_2021.08.31_RT SF_Plan 222300E_Structural Calculations.pdf Page 3 of 32 t 2 S9.1 idlikl (3)2x1,HDR ()2x10 H DR J 3.5x9 GLB 0 (11 RB.2 R6.4 g m''I� I� 2}cs a IR WIN- m C F Y o C- 4.i a ACCESS z2A IC i's --c Ia EN SitFURNACE ACCESS }__ { TO BE 24"WIDE \71 )UNOBSTRUCTED o 1 G < N. 4'x8'FURNACE m C 7 W q { ATFORM PROVIDE RS Q' l v • MINIMUM 30'x30' � @ �v � !_ j -EARANCE ON ALL C--�" II \ o^' -(�'�-- r I' •.I ES WHERE ACCESS O ti IS REQUIRED I -_ •. -;I 1 � % 1 i CO C� a' C c _. L, 59.1 3 C 2 L_ 59.1 7 --c = y= - 1 J r- ....... 1" - T^I ® : C OBI.{..I Ark 4 RB.11 R �` oy u u u U u u O 4'4 ' Gfa4 0.— '-1-1 G.T p� (2 x1017134 11 Qz(2)12ICN1K (2)2k1BH40 (272>ET3 Ha (eTlHt1U'IZR® I I ftg).449HDFRB)40 HDRO 46-___r____ —_r-__..al— I I -B—_-- "r- L GA.E E7 I ' SE _ J L GABLE ENU I KUSS J 1 1 59.1 59.1 222300E ROOF FRAMING PLAN 1/4"=1'-0. 15238_2021.08.31_RT SF_Plan 222300E_Structural Calculations.pdf Page 4 of 32 B1* 0® L. J r � � 1 O 0 1111 MEM P6 __ ❑ P6 0 0 11111111111 MIME tr� t 1 Q01 L � G r f J � m1 ma B2* B4* 222300E TOP FLOOR SHEAR PLAN 1/4 1-0 15238_2021.08.31_RT SF_Plan 222300E_Structural Calculations.pdf Page 5 of 32 . 4. © m ELF m r-ii.. � ��.�� 0— - 1 ii PT 6x6 POST N UO PT 6z6 POST ? B5*g< B6* 0 8 a 0 8 51.2 59.0 51.2 D14R1 STH 4Rl 2x LE ER TH�14R1 STMDI4R _yL+Jy L (3))2z10HDDR r--, s -13 5x5 GLB r�]R 6.4 - adFIXTURES ABOVE Ii. "-'\ I ' �► •R 7 ii. Q co �O Io i- ry P6 ` B.11 B.12 sL82 3 11 BI BEAM.r . 10.5 SLB HDR F OPEN / ._�` 3 59.0 [ 51M 1 \ \\ TO / ! �/ �� !ae2\`,>G,/ \BELOW/ '%LL �- �� STHDM co B7 $ B.s 59 Q < 440H L p��// LLI F -4XI0 DR i \ AIR / \ / � II\-HDUS `II II DU; c HD14I�0� `\FRAMING/ \/ �I �I= III 1Ts' THJI4RY P4 \ / al Qi� i�- - L E I I // / \ -SW I \r / \ ^! ile Y / \ I m -�—FIXTUF ES I GIABOV E / \\ / \\ 1Dus Pa HDUS 1 I I I © / isxf;�IG BEAM F6�\'; • )- (1 L�� 5. 18 GLB HDR -ilr�f 1'r�TP Cif i 5--------- B.14 B.13 10 6X6 v -r ----°- -> t1 1 -.6- , 59.0 7L--f .K •Ef B O 512 ti I D o x IF ST B.13 GT I AB* E © (a)2XI0 HDR p GT ABOVE E`- . � rtF...7. R ABO\E B. �___�_��5(.1.L- HDR � II 1 �� STHD14 B.16 STHD4 A! 6.15 h3.15 B.15 dElh • r N )al (2)2x1L HDR '2)200 HDR(')2x10 HDR Am 2x LEDGER 1 THD14W 8 STHD14R1 ® L 1 (2)21QHDR 0 51.2 L A MOT NO TRUSSESB11* MAIN SHEAR PLAN& 222300E TOP FLOORRFRAMING PLAN 1/4'=1'-0r 15238_2021.08.31_RT SF_Plan 222300E_Structural Calculations.pdf Page 6 of 32 Title: Job# Dsgnr: Date: 1:21PM, 12 MAY 21 Description: Scope: Rev: 580006 User:KW-0602997,Ver5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_nverterrace_5abd.ecw:15238-5A Description 15238-5A-ROOF BEAMS (1 of 2) ;ode Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined Timber Member Information RB.al RB.a2 RB.a3 RB.a4 RB.a5 RB.a6 RB.a8 Timber Section 3-2x10 2-2x10 2-2x10 2-2x10 2-2x10 2-2x10 2-2x10 Beam Width in 4.500 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 9.250 9.250 9.250 9.250 9.250 9.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 4.00 2.00 3.00 4.00 3.00 2.50 5.00 Dead Load #/ft 75.00 356.30 357.00 357.00 75.00 75.00 75.00 Live Load #/ft 125.00 593.80 594.00 594.00 125.00 125.00 125.00 Point#1 DL lbs 1,612.50 1,612.50 1,612.50 LL lbs 2,687.50 2,687.50 2,687.50 @ X ft 2.250 3.750 0.500 Results Ratio= 0.8455 0.1425 0.3210 0.7432 0.5744 0.0469 0.1875 Mmax @ Center in-k 55.34 5.70 12.84 29.73 22.98 1.87 7.50 @ X= ft 2.26 1.00 1.50 2.29 0.50 1.25 2.50 fb:Actual psi 862.4 133.2 300.1 694.9 537.0 43.8 175.3 Fb:Allowable psi 1,020.0 935.0 935.0 935.0 935.0 935.0 935.0 Bending 0K Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 96.0 11.9 37.6 77.9 46.7 5.2 18.8 Fv:Allowable psi 150.0 150.0 150.0 150.0 150.0 150.0 150.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 855.47 356.30 535.50 814.78 1,456.25 93.75 187.50 LL lbs 1,425.78 593.80 891.00 1,355.97 2,427.08 156.25 312.50 Max.DL+LL lbs 2,281.25 950.10 1,426.50 2,170.75 3,883.33 250.00 500.00 @ Right End DL lbs 1,057.03 356.30 535.50 2,225.72 381.25 93.75 187.50 LL lbs 1,761.72 593.80 891.00 3,707.53 635.42 156.25 312.50 Max.DL+LL lbs 2,818.75 950.10 1,426.50 5,933.25 1,016.67 250.00 500.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK II Center DL Defl in -0.011 -0.000 -0.003 -0.011 -0.004 -0.000 -0.004 L/Defl Ratio 4,550.1 48,129.7 14,232.7 4,484.3 10,231.1 117,067.8 14,633.5 Center LL Deft in -0.018 -0.001 -0.004 -0.018 -0.006 -0.000 -0.007 L/Defl Ratio 2,730.1 28,879.4 8,554.0 2,694.0 6,138.7 70,240.7 8,780.1 Center Total Defl in -0.028 -0.001 -0.007 -0.029 -0.009 -0.001 -0.011 Location ft 2.064 1.000 1.500 2.080 1.320 1.250 2.500 L/Defl Ratio 1,706.3 18,049.3 5,342.9 1,682.9 3,836.7 43,900.4 5,487.6 15238_2021.08.31_RT SF_Plan 222300E_Structural Calculations.pdf Page 7 of 32 Title: Job# Dsgnr: Date: 9:44AM, 14 OCT 1.5 Description: Scope: Lk Timber Beam & Joist Page 1 i 15238_riverterrace_5abd.ecw:15238-5A Description 15238-5A-ROOF BEAMS (2 of 2) Timber Member Information11 RB.a10 RB.a14 Timber Section 2-2x10 4x12 Beam Width in 3.000 3.500 Beam Depth in 9.250 11.250 Le: Unbraced Length ft 0.00 0.00 Timber Grade Hem Fir,No.2 Douglas Fir- Larch,No.2 Fb-Basic Allow psi 850.0 900.0 Fv-Basic Allow psi 150.0 180.0 Elastic Modulus ksi 1,300.0 1,600.0 Load Duration Factor 1.000 1.000 Member Type Sawn Sawn Repetitive Status No No Lp,enter Span Data Span ft 6.50 2.50 Dead Load #/ft 75.00 75.00 Live Load #/ft 125.00 125.00 Point#1 DL lbs 3,045.90 LL lbs 5,076.60 @X ft 1.250 Results Ratio= 0.3169 0.8731 Mmax©Center in-k 12.67 62.79 @ X= ft 3.25 1.25 fb:Actual psi 296.3 850.5 Fb:Allowable psi 935.0 990.0 Bending OK Bending OK fv:Actual psi 27.0 157.2 Fv:Allowable psi 150.0 180.0 Shear OK Shear OK Reactions @ Left End DL lbs 243.75 1,616.70 LL lbs 406.25 2,694.55 Max.DL+LL lbs 650.00 4,311.25 @ Right End DL lbs 243.75 1,616.70 LL lbs 406.25 2,694.55 Max.DL+LL lbs 650.00 4,311.25 Deflections Ratio OK Deflection OK ii- Center DL Defl in -0.012 -0.003 L/Defl Ratio 6,660.7 11,203.6 Center LL Defl in -0.020 -0.004 L/Defl Ratio 3,996.4 6,722.1 Center Total Defl in -0.031 -0.007 Location ft 3.250 1.250 L/Defl Ratio 2,497.7 4,201.3 15238_2021.08.31_RT SF_Plan 222300E_Structural Calculations.pdf Page 8 of 32 Title: Job# Dsgnr: Date: 9:55AM, 19 MAY 20 Description: Scope: Rev: 580006 _User:KW-0602997,Ver5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 1 (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_5abd.ecw:15238-5A Description 15238-5A-Top Floor Beams (1 of 3) [Timber Member Information 7,ode Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined B.al B.a2 B.a3 B.a4 B.a5 B.a6 B.a7 Timber Section 6x10 3.125x9 4x10 3-2x10 2-2x10 2-2x10 4x10 Beam Width in 5.500 3.125 3.500 4.500 3.000 3.000 3.500 Beam Depth in 9.500 9.000 9.250 9.250 9.250 9.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Douglas Fir,24F- Douglas Fir- Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Douglas Fir- Larch,No.1 V4 Larch,No.2 Larch,No.2 Fb-Basic Allow psi 1,000.0 2,400.0 900.0 850.0 850.0 850.0 900.0 Fv-Basic Allow psi 180.0 240.0 180.0 150.0 150.0 150.0 180.0 Elastic Modulus ksi 1,700.0 1,800.0 1,600.0 1,300.0 1,300.0 1,300.0 1,600.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Sawn GluLam Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 4.00 6.00 3.00 8.00 2.50 6.00 4.00 Dead Load #/ft 230.00 200.00 200.00 207.50 75.00 75.00 110.00 Live Load #/ft 450.00 400.00 400.00 390.00 125.00 125.00 130.00 Dead Load #/ft 330.00 360.00 360.00 125.00 125.00 60.00 Live Load #/ft 550.00 600.00 600.00 200.00 200.00 25.00 Start ft 1.750 End ft 4.000 1.250 Point#1 DL lbs 1,612.50 1,436.20 LL lbs 2,687.50 2,393.70 @ X ft 1.750 1.250 Results Ratio= 0.9478 0.8320 0.3907 0.8763 0.1230 0.7087 0.8334 Mmax @ Center in-k 78.41 84.24 21.06 57.36 4.92 28.35 44.93 @ X= ft 1.76 3.00 1.50 4.00 1.25 3.00 1.25 fb:Actual psi 947.8 1,996.8 421.9 893.8 115.0 662.7 900.1 Fb:Allowable psi 1,000.0 2,400.0 1,080.0 1,020.0 935.0 935.0 1,080.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fir:Actual psi 109.2 187.7 52.9 69.6 13.6 63.3 136.8 Fv:Allowable psi 180.0 240.0 180.0 150.0 150.0 150.0 180.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 1,575.86 1,680.00 840.00 830.00 250.00 600.00 1,270.67 LL lbs 2,759.77 3,000.00 1,500.00 1,560.00 406.25 975.00 1,932.04 Max.DL+LL lbs 4,335.62 4,680.00 2,340.00 2,390.00 656.25 1,575.00 3,202.70 @ Right End DL lbs 1,699.14 1,680.00 840.00 830.00 250.00 600.00 680.53 LL lbs 2,965.23 3,000.00 1,500.00 1,560.00 406.25 975.00 1,012.91 Max.DL+LL lbs 4,664.37 4,680.00 2,340.00 2,390.00 656.25 1,575.00 1,693.45 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.009 -0.048 -0.003 -0.050 -0.001 -0.023 -0.009 UDefl Ratio 5,259.6 1,506.7 13,028.4 1,937.0 43,900.4 3,175.7 5,162.8 Center LL Defl in -0.016 -0.085 -0.005 -0.093 -0.001 -0.037 -0.014 UDefl Ratio 3,040.9 843.8 7,295.9 1,030.6 27,015.6 1,954.3 3,331.1 Center Total Defl in -0.025 -0.133 -0.008 -0.143 -0.002 -0.060 -0.024 Location ft 1.968 3.000 1.500 4.000 1.250 3.000 1.840 UDefl Ratio 1,926.9 540.9 4,676.9 672.7 16,724.0 1,209.8 2,024.7 15238_2021.08.31_RT SF_Plan 222300E_Structural Calculations.pdf Page 9 of 32 Title: Job# Dsgnr: Date: 9:44AM, 14 OCT 1,5 Description: Scope: Timber Beam & Joist Page 1 15238_riverterrace 5abd.ecw:15238-5A Description 15238-5A-Top Floor Beams (2 of 3) Timber Member Information B.a8 B.a9 B.a10 Kali. B.a12 B.a13 B.a14 Timber Section 4x10 4x10 MicroLam:3.5x14 MicroLam:3.5x14 3.125x10.5 MicroLam:3.5x14 5.5x18 Beam Width in 3.500 3.500 3.500 3.500 3.125 3.500 5.500 Beam Depth in 9.250 9.250 14.000 14.000 10.500 14.000 18.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Douglas Fir- Rosboro,Bigbeam Rosboro,Bigbeam Douglas Fir,24F- Rosboro,Bigbeam Douglas Fir,24F- Larch,No.2 Larch,No.2 2.2E 2.2E V4 2.2E V4 Fb-Basic Allow psi 900.0 900.0 3,000.0 3,000.0 2,400.0 3,000.0 2,400.0 Fv-Basic Allow psi 180.0 180.0 300.0 300.0 240.0 300.0 240.0 Elastic Modulus ksi 1,600.0 1,600.0 2,200.0 2,200.0 1,800.0 2,200.0 1,800.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Manuf/Pine Manuf/Pine GluLam Manuf/Pine GluLam Repetitive Status No No No No No No No Center Span Data Span ftl 3.25 3.00 4.50 4.00 10.00 8.50 20.00 Dead Load #/ft 225.00 225.00 207.50 135.00 213.00 180.00 180.00 Live Load #/ft 600.00 600.00 420.00 360.00 568.00 320.00 480.00 Point#1 DL lbs 520.00 520.00 LL lbs 520.00 520.00 @ X ft 3.000 8.000 Results Ratio= 0.2425 0.2066 0.0703 0.0694 0.8501 0.1672 0.5798 Mmax @ Center in-k 13.07 11.14 19.06 18.94 117.15 57.35 396.00 @ X= ft 1.62 1.50 2.25 2.53 5.00 4.39 10.00 fb:Actual psi 261.9 223.1 166.7 165.7 2,040.2 501.6 1,333.3 Fb:Allowable psi 1,080.0 1,080.0 3,000.0 3,000.0 2,400.0 3,000.0 2,299.6 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 32.8 28.0 21.1 20.8 148.5 49.2 85.6 Fv:Allowable psi 180.0 180.0 300.0 300.0 240.0 300.0 240.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 365.62 337.50 466.87 400.00 1,065.00 795.59 1,800.00 LL lbs 975.00 900.00 945.00 850.00 2,840.00 1,390.59 4,800.00 Max.DL+LL lbs 1,340.62 1,237.50 1,411.87 1,250.00 3,905.00 2,186.18 6,600.00 @ Right End DL lbs 365.62 337.50 466.87 660.00 1,065.00 1,254.41 1,800.00 LL lbs 975.00 900.00 945.00 1,110.00 2,840.00 1,849.41 4,800.00 Max.DL+LL lbs 1,340.62 1,237.50 1,411.87 1,770.00 3,905.00 3,103.82 6,600.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK ill Center DL Defl in' -0.002 -0.001 -0.001 -0.001 -0.088 -0.013 -0.135 UDefl Ratio 25,504.1 32,426.2 49,664.7 52,558.1 1,358.8 7,753.3 1,782.0 Center LL Defl in -0.004 -0.003 -0.002 -0.002 -0.236 -0.022 -0.359 UDefl Ratio 9,564.0 12,159.8 24,536.7 29,134.0 509.5 4,534.6 668.3 Center Total Defl in -0.006 -0.004 -0.003 -0.003 -0.324 -0.036 -0.494 Location ft 1.625 1.500 2.250 2.080 5.000 4.284 10.000 UDefl Ratio 6,955.7 8,843.5 16,423.0 18,747.7 370.6 2,861.2 486.0 15238_2021.08.31_RT SF_Plan 222300E_Structural Calculations.pdf Page 10 of 32 Title: Job# Dsgnr: Date: 9:44AM, 14 OCT 15 Description: Scope: Timber Beam & Joist Page 1 1 15238_riverterrace_5abd.ecw:15238-5A Description 15238-5A-Top Floor Beams (3 of 3) Timber Member Information B.a15 B.a16 B.a17 B.a18 FP.a DNE Timber Section 2-2x10 5.125x12 2-2x10 2-2x10 4x10 3.125x13.5 Beam Width in 3.000 5.125 3.000 3.000 3.500 3.125 Beam Depth in 9.250 12.000 9.250 9.250 9.250 13.500 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Douglas Fir,24F- Hem Fir,No.2 Hem Fir,No.2 Douglas Fir- Douglas Fir,24F- V4 Larch,No.2 V4 Fb-Basic Allow psi 850.0 2,400.0 850.0 850.0 900.0 2,400.0 Fv-Basic Allow psi 150.0 240.0 150.0 150.0 180.0 240.0 Elastic Modulus ksi 1,300.0 1,800.0 1,300.0 1,300.0 1,600.0 1,800.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Sawn GluLam Sawn Sawn Sawn GluLam Repetitive Status No No No No No No LC,enter Span Data Span ft 3.00 16.00 5.00 3.00 5.00 15.33 Dead Load #/ft 75.00 181.30 75.00 405.00 75.00 26.30 Live Load #/ft 125.00 350.00 125.00 675.00 125.00 70.00 Dead Load #/ft 185.00 65.10 75.00 120.00 75.00 Live Load #/ft 360.00 108.50 125.00 320.00 200.00 Start ft End ft Cantilever Span Span ft 2.00 Uniform Dead Load #/ft 26.30 Uniform Live Load #/ft 70.00 Point#1 DL lbs 15.00 LL lbs 25.00 @ X ft 2.000 Results Ratio= 0.2514 0.9169 0.3750 0.5130 0.3304 0.1468 Mmax @ Center in-k 10.06 270.68 15.00 20.52 17.81 33.45 @ X= ft 1.50 8.00 2.50 1.50 2.50 7.60 Mmax @ Cantilever in-k 0.00 0.00 0.00 0.00 0.00 -3.27 fb:Actual psi 235.1 2,200.7 350.6 479.6 356.9 352.4 Fb:Allowable psi 935.0 2,400.0 935.0 935.0 1,080.0 2,400.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 29.5 121.0 37.6 60.1 38.3 23.1 Fv:Allowable psi 150.0 240.0 150.0 150.0 180.0 240.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 390.00 1,971.20 375.00 787.50 375.00 196.20 LL lbs 727.50 3,668.00 625.00 1,492.50 812.50 536.55 Max.DL+LL lbs 1,117.50 5,639.20 1,000.00 2,280.00 1,187.50 732.75 @ Right End DL lbs 390.00 1,971.20 375.00 787.50 375.00 274.58 LL lbs 727.50 3,668.00 625.00 1,492.50 812.50 713.94 Max.DL+LL lbs 1,117.50 5,639.20 1,000.00 2,280.00 1,187.50 988.52 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.002 -0.274 -0.008 -0.004 -0.006 -0.027 L/Defl Ratio 19,542.6 702.0 7,316.7 9,678.2 10,506.1 6,936.1 Center LL Defl in -0.003 -0.509 -0.014 -0.007 -0.012 -0.075 UDefl Ratio 10,476.4 377.3 4,390.0 5,106.6 4,849.0 2,439.1 Center Total Defl in -0.005 -0.782 -0.022 -0.011 -0.018 -0.102 Location ft 1.500 8.000 2.500 1.500 2.500 7.665 UDefl Ratio 6,820.2 245.4 2,743.8 3,342.8 3,317.7 1,804.6 15238_2021.08.31_RT SF_Plan 222300E_Structural Calculations.pdf Page 11 of 32 Title: Job# Dsgnr: Date: 9:44AM, 14 OCT 15 Description: Scope: Timber Beam & Joist Page 2 15238_nverterrace_5abd.ecw:15238-5A Description 15238-5A-Top Floor Beams (3 of 3) Cantilever DL Defl in 0.010 Cantilever LL Defl in 0.028 Total Cant.Defl in 0.039 L/Defl Ratio 1,241.3 15238_2021.08.31_RT SF_Plan 222300E_Structural Calculations.pdf Page 12 of 32 Title: Job# Dsgnr: Date: 9:55AM, 19 MAY 20 Description: Scope: Rev. 580006 User KW-0602997,Ver5.8.0 1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_nverterrace_5abd.ecw:15238-5A Description 15238-5ABD-Crawl Space Timber Member Information ode Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined CS.al CS.a2 CS.a3 Timber Section 4x8 4x8 4x10 Beam Width in 3.500 3.500 3.500 Beam Depth in 7.250 7.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 Timber Grade Douglas Fir- Douglas Fir- Douglas Fir- Larch,No.2 Larch,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 900.0 900.0 Fv-Basic Allow psi 180.0 180.0 180.0 Elastic Modulus ksi 1,600.0 1,600.0 1,600.0 Load Duration Factor 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Repetitive Status No No No Center Span Data Span ft 6.00 6.00 6.50 Dead Load #/ft 140.00 150.00 210.00 Live Load #/ft 370.00 400.00 560.00 Results Ratio= 0.7677 0.8279 0.9053 Mmax @ Center in-k 27.54 29.70 48.80 @ X= ft 3.00 3.00 3.25 fb:Actual psi 898.2 968.6 977.7 Fb:Allowable psi 1,170.0 1,170.0 1,080.0 Bending OK Bending OK Bending OK fv:Actual psi 72.4 78.0 89.0 Fv:Allowable psi 180.0 180.0 180.0 Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 420.00 450.00 682.50 LL lbs 1,110.00 1,200.00 1,820.00 Max.DL+LL lbs 1,530.00 1,650.00 2,502.50 @ Right End DL lbs 420.00 450.00 682.50 LL lbs 1,110.00 1,200.00 1,820.00 Max.DL+LL lbs 1,530.00 1,650.00 2,502.50 Deflections Ratio OK Deflection OK Deflection OK Center DL Defl in -0.023 -0.025 -0.023 UDefl Ratio 3,136.5 2,927.4 3,415.7 Center LL Defl in -0.061 -0.066 -0.061 UDefl Ratio 1,186.8 1,097.8 1,280.9 Center Total Defl in -0.084 -0.090 -0.084 Location ft 3.000 3.000 3.250 UDefl Ratio 861.0 798.4 931.6 15238_2021.08.31_RT SF_Plan 222300E_Structural Calculations.pdf Page 13 of 32 Design Maps Summary Report Design Maps Summary Report User-Specified Input Building Code Reference Document 2015 International Building Code Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III 1 s aom Beaverton o 141 eS Farm ng10F7 Milwaukie (%\ (2- and, • ' 3 Lake Oswegocat NORTH 0 King City Dprham o , h i AMERICA Tualatin 0 rnapquest 02015 MapQuest ie dada t@}bT '{y� ®MapQuest USGS-Provided Output Ss = 0.972 g SMs = 1.080 g Sos = 0.720 g Sl = 0.423 g SM1 = 0.667 g SDI = 0.445 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCER Response Spectrum Design Response Spectrum 0 22 1.10 0.20 039 072 0.65 0.64 0.77 0.56 Oh 6G a 0 42 a 0.55 11 0.40 VI 0.44 0.32 0 33 0 24 0.22 0.16 0.11 0.02 000 000 0.00 0.20 0.40 0.60 0 2' 1.c0 1.20 1.40 1.50 1.20 2.00 0.00 0.20 0.40 0.60 0.20 1.00 1.20 1.40 1.60 1.00 2.00 Period, T(sec) Period, T(sec) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. 15238_2021.08.31_RT SF_Plan 222300E_Structural Calculations.pdf Page 14 of 32 http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 2015 IBC SEISMIC OVERVIEW SHEET TITLE: 2015 IBC SEISMIC OVERVIEW CT PROJECT#: 15238_5 Step# 2015 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE= II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec. Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec. Spectral Response S1= 0.42 Figure 1613.3.1(2) Figure 22-2 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.3.3(2) Table 11.4-2 SMs= Fa*Ss SMs= 1.08 EQ 16-37 EQ 11.4-1 SM1= Fv"Si SM1= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3*SMs SDs= 0.72 EQ 16-39 EQ 11.4-3 SDI=2/3*SM1 SDI= 0.44 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels --- --- N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor C20= 2.5 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities --- No N/A Table 12.3-1 16. Vertical Structural Irregularities --- No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force --- Table 12.6-1 15238_2021.08.31_RT SF_Plan 222300E_Structural Calculations.pdf Page 15 of 32 2015 IBC EQUIV.LAT.FORCE , SHEET TITLE: 2015 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-1 CT PROJECT#: Sps= 0.72 h„ = 18.00(ft) SDI= 0.45 X = 0.75 ASCE 7-05(Table 12.8-2) R= 6.5 Ct= 0.020 ASCE 7-05(Table 12.8-2) IE= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) Si= 0.43 k = 1 ASCE 7-05(Section 12.8.3) TL= 6 ASCE 7-05(Section 11.4.5: Figure 22-15) Cs=SDS/(R/IE) 0.111 W ASCE 7-05(EQ 12.8-2) Cs=SDI/(T*(R/IE)) (for T<TL) 0.399 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(SDI*TL)/(T2*(R/IE)) (for T>TL) 0.000 W ASCE 7-05(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-05(EQ 12.8-5)(MIN.) Cs=(0.5 S,)/(R/IE) 0.033 W ASCE 7-05(EQ 12.8-6)(MIN.if St>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.111 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C„X = DIAPHR. Story Elevation Height AREA DL w; w, *h,k wx "hxk DESIGN SUM LEVEL Height (ft) h, (ft) (sqft) (ksf) (kips) (kips) Ew; *h;k Vi DESIGN Vi Roof --- 18.00 18.00 1666 0.022 36.652 659.7 0.58 3.88 3.88 2nd 8.00 10.00 10.00 1712 0.028 47.936 479.4 0.42 2.82 6.70 1st(base) 10.00 0.00 I SUM= 84.6 1139.1 1.00 6.70 E=V= 9.38 (LRFD) E/1.4= 6.70 (ASD) 15238_2021.08.31_RT SF_Plan 222300E_Structural Calculations.pdf Page 16 of 32 ASCE 7-10 WIND Part2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: N-S E-W F-B S-S 2015 IBC ASCE 7-10 Ridge Elevation(ft)= 30.00 30.00 ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. --- -- Building Width= 40.0 48.0 ft. V ult. Wind Speed 3 Sec.Gust= 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3 Sec.Gust= 93 93 mph (EQ 16-33) Exposure= B B Iw= 1.0 1.0 N/A N/A Roof Type= Gable Gable Ps3o A= 28.6 28.6 psf Figure 28.6-1 Ps30 B= 4.6 4.6 psf Figure 28.6-1 Ps3oc= 20.7 20.7 psf Figure 28.6-1 Ps30 D= 4.7 4.7 psf Figure 28.6-1 A= 1.00 1.00 Figure 28.6-1 Kt= 1.00 1.00 Section 26.8 windward/lee= 1.00 1.00(Single Family Home) A*Ke*l : 1 1 Ps=A*KZt*I*Ps30= (Eq.28.6-1) PSA= 28.60 28.60 psf (LRFD) (Eq.28.6-1) PSB = 4.60 4.60 psf (LRFD) (Eq.28.6-1) Psc = 20.70 20.70 psf (LRFD) (Eq.28.6-1) Ps D= 4.70 4.70 psf (LRFD) (Eq.28.6-1) Ps A and c average= 24.7 24.7 psf (LRFD) PS B and D average= 4.7 4.7 psf (LRFD) a= 4 4 Figure 28.6-1 2a= 8 8 width-2*2a= 24 32 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(N-S) Areas(E-W) (N-S) (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) width factor roof-> 1.00 1.00 1.00 1.00 16 psf min. 16 psf min. width factor 2nd-> 1.00 1.00 wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac AD per 28.4.4 per 28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft) (sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) 30.00 12.0 0 192 0 288 0 192 0 384 Roof - 18.00 18.00 4.0 64 0 96 0 64 0 128 0 10.2 12.3 6.05 6.05 7.17 7.17 2nd 8.00 10.00 10.00 9.0 144 0 216 0 144 0 288 0 5.8 6.9 8.59 14.64 10.08 17.25 1st(base) 10.00 0.00 0.00 0 0.00 0.00 AF= 1000 AF= 1200 16.0 19.2 V(n-s)= 14.64 V(e-w)= 17.25 kips(LRFD) kips(LRFD) kips kips 15238_2021.08.31_RT SF_Plan 222300E_Structural Calculations.pdf Page 17 of 32 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-Vu) V(E-W) Roof -- 18.00 18.00 0.00 0.00 0.00 0.00 10.24 10.24 12.29 12.29 2nd 8.00 10.00 10.00 0.00 0.00 0.00 0.00 5.76 16.00 6.91 19.20 1st(base) 10.00 0.00 0.00 V(ns)= 0.00 V(e-w)= 0.00 V(n-s)= 16.00 V(e-w)= 19.20 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(N-S)(ASD) Wind(E-W)(ASD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof 8 10 10 10.24 10.24 12.29 12.29 7.93 7.93 9.52 9.52 2nd 10 0 0 5.76 16.00 6.91 19.20 4.46 12.39 5.35 14.87 1st(base) 0 0 0 V(n-s)= 16.00 V(e-w)= 19.20 V(n-s)= 12.39 V(e-w)= 14.87 kips(LRFD) kips(LRFD) kips(ASD). kips(ASD) 15238_2021.08.31_RT SF_Plan 222300E_Structural Calculations.pdf Page 18 of 32 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 15238_222300(ASE) Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 3.88 kips Design Wind F-B V i= 7.93 kips Max.aspect= 3.5 Sum Seismic V i= 3.88 kips Sum Wind F-B V i= 7.93 kips Min.Lwall= 2.29 ft. Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL eff. C 0 w dl V level V abv.V level V abv. 2w/h vi Type Type v i OTM ROTM Unet Usum OTM ROTM Unet Usum Usum (soft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pif) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext Al 501 15.5 17.8 1.00 0.15 2.38 0.00 1.17 0.00 1.00 1.00 75 P6TN P6 154 9.33 18.57 -0.62 -0.62 19.08 13.76 0.36 0.36 0.36 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext A2 332 10.3 13.3 1.00 0.15 1.58 0.00 0.77 0.00 1.00 1.00 75 P6TN P6 154 6.19 9.17 -0.31 -0.31 12.64 6.79 0.61 0.61 0.61 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext A3 176 5.5 8.0 1.00 0.15 0.84 0.00 0.41 0.00 1.00 1.00 75 P6TN P6 152 3.28 2.97 0.06 0.06 6.70 2.20 0.86 0.86 0.86 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext A4 369 11.5 16.5 1.00 0.15 1.76 0.00 0.86 0.00 1.00 1.00 75 P6TN P6 153 6.88 12.81 -0.55 -0.55 14.05 9.49 0.42 0.42 0.42 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 Ext A5 288 9.0 11.5 1.00 0.15 1.37 0.00 0.67 0.00 1.00 1.00 75 P6TN P6 152 5.37 6.99 -0.19 -0.19 10.97 5.18 0.70 0.70 0.70 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1666 51.8 51.8=L eff. 7.93 0.00 3.88 0.00 I;Vwind 7.93 EVE° 3.88 Notes: denotes a wall with force transfer 15238_2021.08.31_RT SF_Plan 222300E_Structural Calculations.pdf Page 19 of 32 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 15238_222300(ASE) Diaph.Level: 2nd Panel Height= 9 ft. Seismic V i= 2.82 kips Design Wind F-B V i= 4.46 kips Max.aspect= 3.5 Sum Seismic V i= 6.70 kips Sum Wind F-B V i= 12.39 kips Min.Lwall= 2.57 ft. Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDS eft. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usum OTM ROTM Unet Usum Usum (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (Pit) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext A6 856 45.0 45.0 1.00 0.25 2.23 3.97 1.41 1.94 1.00 1.00 74 P6TN P6TN 138 30.15 227.81 -4.46 -4.46 55.76 168.75 -2.55 -2.55 -2.55 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext A7* 448 22.0 24.5 1.00 0.25 1.17 1.98 0.74 0.97 1.00 1.00 78 P61N P6TN 143 15.37 60.64 -2.12 -2.67 28.35 44.92 -0.78 -0.36 -046 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext A8* 408 20.0 22.5 1.00 0.25 1.06 1.98 0.67 0.97 1.00 1.00 82 P6TN P6 152 14.78 50.63 -1.85 -2.05 27.41 37.50 -0.52 0.17 0,4 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1712 87.0 87.0=Leff. 4.46 7.93 2.82 3.88 1.00 ZVwind 12.39 EVEO 6.70 Notes: denotes a wall with force transfer 15238_2021.08.31_RT SF_Plan 222300E_Structural Calculations.pdf Page 20 of 32 JOB#: 15238 ID: A7* w dl= 250 p/f V eq 1710.0 pounds V1 eq = 326.9 pounds V3 eq = 1383.1 pounds V w= 3150.0 pounds V1 w= 602.2 pounds V3 w= 2547.8 pounds v hdr eq= 77.7 plf AH head = A v hdr w= 143.2 plf 1 v Fdragl eq= 74 F2 eq= 314 Fdrag1 w= 7 F2 - 579 H pier= v1 eq= 100.6 plf v3 eq= 100.6 plf 2.5 v1 w= 185.3 plf v3 w= 185.3 plf feet H total= 2w/h = 1 2w/h = 1 9 Fdrag3 eq= 7 F4 e - 314 feet A Fdrag3 w= 137 F4 w= 579 P6TN E.Q. 2w/h = 1 P6 WIND H sill = v sill eq= 77.7 p/f 5.5 EQ Wind v sill w= 143.2 p/f feet OTM 15390 28350 R OTM 54450 40333 UPLIFT -1973 -605 UP sum -1973 -605 H/L Ratios: L1= 3.3 L2= 5.0 L3= 13.8 Htotal/L= 0.41 4 •-•— 110- Hpier/L1= 0.77 Hpier/L3= 0.18 L total= 22.0 feet 15238_2021.08.31_RT SF_Plan 222300E_Structural Calculations.pdf Page 21 of 32 • JOB#: 15238_222300(ASE) ID: A8* w dl= 250 plf V eq 1640.0 pounds V1 eq= 464.7 pounds V3 eq= 956.7 pounds V5 eq= 218.7 pounds V w= 3040.0 pounds V1 w= 861.3 pounds V3 w= 1773.3 pounds V5 w= 405.3 pounds ► v hdr eq= 82.0 plf A H1 head=A v hdr= 152.0 plf H5 head= A 1 V Fdrag1 eq= 58.1 Fdrag2 eq= 119.6 Fdrag5 eq= 119.6 Fdrag6 eq= 27.3 1 V_ A Fdrag1 w= .7 Fdrag1 221.7 Fdrag5 w= 1.7 Fdrag w= 50.7 A H1 pier= v/eq= 109.3 plf v3 eq= 109.3 plf v5 eq= 109.3 H5 pier= 5.0 v1 w= 202.7 plf v3 w= 202.7 plf v5 w= 202.7 5.0 feet I feet H total= 2w/h= 1 2w/h= 1 2w/h= 0.8 9.0 v Fdrag3= .1 Fdra - 119.6 feet A Fdrag1 w= 107.6667 Fdrag1 w= 221.7 Fdrag7eq= 9.6 Fdrag8e 27.3 V P6TN E.Q. Fdrag7w= 221.7 Fdrag8w= 50.7 A P6 WIND v sill eq= 82.0 plf H1 sill= v sill w= 152.0 plf H5 sill= 3.0 EQ Wind 3.0 feet OTM 14760.0 27360.0 feet R OTM 25909 28500 V UPLIFT -587 -60 V Up Sum -587 -60 H/L Ratios: L1= 4.3 L2= 2.5 L3= 8.8 L4= 2.5 L5= 2.0 Htotal/L= 0.45 i 0 1 0 41 01 01 0. Hpier/L1= 1.18 Hpier/L3= 0.57 L total= 20.0 feet Hpier/L5= 2.50 0.95 L reduction 15238_2021.08.31_RT SF_Plan 222300E_Structural Calculations.pdf Page 22 of 32 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 15238_222300(ASE) Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 3.88 kips Design Wind F-B V i= 9.52 kips Max aspect= 3.5 Sum Seismic V i= 3.88 kips Sum Wind F-B V i= 9.52 kips Min.Lwall= 2.29 ft. Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv. V level V abv. 2w/it v i Type Type v i OTM ROTM Unet Usum OTM ROTM Unet Usum Us.m (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext B1* 833 32.0 34.0 1.00 0.15 4.76 0.00 1.94 0.00 1.00 1.00 61 P6TN P6TN 149 15.52 73.44 -1.85 -1.85 38.08 54.40 -0.52 -0.52 -042 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext 82* 534 20.5 20.5 1.00 0.15 3.05 0.00 1.24 0.00 1.00 1.00 61 P6TN P6TN 149 9.95 28.37 -0.93 -0.93 24.41 21.01 0.17 0.17 04 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B4* 299 11.5 11.5 1.00 0.15 1.71 0.00 0.70 0.00 1.00 1.00 61 126T14 P61N 149 5.57 8.93 -0.31 -0.31 13.67 6.61 0.65 0.65 0.55 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1666 64.0 64.0=L eff. 9.52 0.00 3.88 0.00 EVw,,nd 9.52 EVEQ 3.88 Notes: denotes a wall with force transfer 15238_2021.08.31_RT SF_Plan 222300E_Structural Calculations.pdf Page 23 of 32 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 15238_222300(ASE) Diaph.Level: 2nd Panel Height= 9 ft. Seismic V i= 2.82 kips Design Wind F-B V i= 5.35 kips Max aspect= 3.5 Sum Seismic V i= 6.70 kips Sum Wind F-B V i= 14.87 kips Min. Lwall= 2.57 ft. Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LPL eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usum OTM Row Unet Usum Uzum (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext B5* 276 12.0 15.0 1.00 0.25 0.86 0.95 0.45 0.39 1.00 1.00 70 tN R6 151 7.58 20.25 -1.12 -1.12 16.33 15.00 0.12 0.12 04 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B6* 494 21.5 24.5 1.00 0.25 1.54 3.81 0.81 1.55 1.00 1.00 110 R6-1N 126 249 21.29 59.26 -1.82 -1.82 48.17 43.90 0.20 0.20 0,29 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int B7 180 5.5 5.5 1.00 0.25 0.56 0.00 0.30 0.00 1.00 1.00 54 P6TN P6TN 102 2.67 3.40 -0.15 -0.15 5.06 2.52 0.53 0.53 0.53 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int B8a 246 7.5 7.5 1.00 0.25 0.77 0.00 0.41 0.00 1.00 1.00 54 P6TN P6TN 103 3.65 6.33 -0.39 -0.39 6.92 4.69 0.33 0.33 0.33 Int B8b 344 10.5 10.5 1.00 0.25 1.08 0.00 0.57 0.00 1.00 1.00 54 P6TN P6TN 102 5.10 12.40 -0.74 -0.74 9.68 9.19 0.05 0.05 0.05 Ext B9 23 2.2 14.2 1.00 0.25 0.07 1.22 0.04 0.50 1.00 1.00 242 P4 P3 585 4.82 3.53 0.83 0.83 11.63 2.62 4.24 4.24 4.24 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B10 24 2.3 14.3 1.00 0.25 0.08 1.22 0.04 0.50 1.00 1.00 234 P4 P3 566 4.83 3.68 0.71 0.71 11.66 2.73 4.00 4.00 4.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00n Ext B11* 125 11.0 11.0 1.00 0.25 0.39 2.32 0.21 0.95 1.00 1.00 105 P6 2.04 N R6 246 10.36 13.61 -0.31 -0.62 24.39 10.08 1.38 2.04 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1712 72.5 72.5=L eff. 5.35 9.52 2.82 3.88 EV,M„d 14.87 /.;VEo 6.70 Notes: * denotes a wall with force transfer 15238_2021.08.31_RT SF_Plan 222300E_Structural Calculations.pdf Page 24 of 32 JOB#: 15238_222300(ASE) ID: B1* w d1= 150 plf V eq 1940.0 pounds V1 eq= 370.6 pounds V3 eq= 1220.7 pounds V5 eq= 348.8 pounds V w= 4760.0 pounds V1 w= 909.2 pounds V3 w= 2995.1 pounds V5 w= 855.7 pounds ► ► v hdr eq= 60.2 plf ► A H1 head=A v hdr= 147.6 plf H5 head= /C 1 V Fdragl eq= 23.0 Fdrag2 eq= 75.7 Fdrag5 eq= 302.8 Fdrag6 eq= 86.5 1 V_ A Fdragl w= 4 Fdragl 185.7 Fdrag5 w= 3.0 Fdra w= 212.3 A H1 pier= v1 eq= 87.2 plf v3 eq= 87.2 plf v5 eq= 87.2 H5 pier= 3.0 v1w= 213.9plf v3w= 213.9plf v5w= 213.91 5.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.0 v Fdrag3= . Fdra - 75.7 feet A Fdragl w= 56.38533 Fdragl w= 185.7 Fdrag7eq= 2.8 Fdrag8e 86.5 u P6TN E.Q. Fdrag7w= 743.0 Fdrag8w= 212.3 A P6 WIND v sill eq= 60.2 plf H1 sill= v sill w= 147.6 plf H5 sill= 4.0 EQ Wind 2.0 feet OTM 15520.0 38080.0 feet R OTM 40421 44463 V UPLIFT -813 -208 u Up Sum -813 -208 H/L Ratios: L1= 4.3 L2= 2.0 L3= 14.0 L4= 8.0 L5= 4.0 Htotal/L= 0.25 .4 0-1 ►f-- -1.1 ►41 I. Hpier/L1= 0.71 Hpier/L3= 0.21 L total= 32.3 feet Hpier/L5= 1.25 0.95 L reduction 15238_2021.08.31_RT SF_Plan 222300E_Structural Calculations.pdf Page 25 of 32 JOB#: 15238_222300(ASE) ID: B2* w dl= 150 plf V eq 1240.0 pounds V1 eq= 413.3 pounds V3 eq= 413.3 pounds V5 eq= 413.3 pounds V w= 3050.0 pounds V1 w= 1016.7 pounds V3 w= 1016.7 pounds V5 w= 1016.7 pounds ► v hdr eq= 60.5 plf A H1 head=A v hdr= 148.8 plf H5 head= A 1 V Fdragl eq= 131.1 Fdrag2 eq= 131.1 Fdrag5 eq= 131.1 Fdrag6 eq= 131.1 1 A Fdragl w= .4 Fdragl 322.4 Fdrag5 w= 2.4 Fdra w= 322.4 A H1 pier= vi eq= 165.3 plf v3 eq= 165.3 plf v5 eq= 165.3 H5 pier= 5.0 v1 w= 406.7 plf v3 w= 406.7 plf v5 w= 406.71 5.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.0 v Fdrag3= .1 Fdra - 131.1 feet A Fdragl w= 322.3577 Fdragl w= 322.4 Fdrag7eq= 1.1 Fdrag8e 131.1 V P6 E.Q. Fdrag7w= 322.4 Fdrag8w= 322.4 A P4 WIND v sill eq= 60.5 plf H1 sill= v sill w= 148.8 plf H5 sill= 2.0 EQ Wind 2.0 feet OTM 9920.0 24400.0 feet R OTM 16333 17966 v UPLIFT -329 330 v Up Sum -329 330 H/L Ratios: L1= 2.5 L2= 6.5 L3= 2.5 L4= 6.5 L5= 2.5 Htotal/L= 0.39 1 0-1 11.4,- / }Al 0. Hpier/L1= 2.00 Hpier/L3= 2.00 < L total= 20.5 feet Hpier/L5= 2.00 0.95 L reduction 15238_2021.08.31_RT SF_Plan 222300E_Structural Calculations.pdf Page 26 of 32 JOB#: 15238 ID: B4* w dl= 150 plf V eq 700.0 pounds V1 eq = 350.0 pounds V3 eq = 350.0 pounds V w= 1710.0 pounds V1 w= 855.0 pounds V3 w= 855.0 pounds v hdr eq= 60.9 plf •H head =A v hdr w= 148.7 plf 1 v Fdrag1 eq= 198 F2 eq= 198 A Fdrag1 w= . ;3 F2 -- 483 H pier= v1 eq = 140.0 plf v3 eq= 140.0 plf 5.0 v1 w= 342.0 plf v3 w= 342.0 plf feet H total = 2w/h = 1 2w/h = 1 8 v Fdrag3 eq= s; F4 e.- 198 feet A Fdrag3 w= 483 F4 w= 483 P6TN E.Q. 2w/h = 1 P4 WIND H sill = v sill eq= 60.9 p/f 2.0 EQ Wind v sill w= 148.7 plf feet OTM 5600 13680 R OTM 8927 6613 v UPLIFT -321 683 UP sum -321 683 H/L Ratios: L1= 2.5 L2= 6.5 L3= 2.5 Htotal/L= 0.70 11.—t ►/ ► Hpier/L1= 2.00 Hpier/L3= 2.00 L total = 11.5 feet ► 15238_2021.08.31_RT SF_Plan 222300E_Structural Calculations.pdf Page 27 of 32 JOB#: 15238 ID: B5* w dl= 250 plf V eq 840.0 pounds V1 eq = 446.3 pounds V3 eq = 393.8 pounds V w= 1810.0 pounds V1 w= 961.6 pounds V3 w= 848.4 pounds v hdr eq= 70.0 plf •H head = A v hdr w= 150.8 plf 1 v Fdrag1 eq= 149 F2 eq= 131 A Fdrag1 w= 1 F2 - 283 H pier= v1 eq= 105.0 plf v3 eq= 105.0 plf 4.0 v1 w= 226.3 plf v3 w= 226.3 plf feet H total = 2w/h = 1 2w/h = 1 9 Fdrag3 eq= F4 e - 131 feet A Fdrag3 w= 321 F4 w= 283 P6TN E.Q. 2w/h = 1 P6 WIND H sill = v sill eq= 70.0 plf 4.0 EQ Wind v sill w= 150.8 plf feet OTM 7560 16290 R OTM 16200 12000 • UPLIFT -800 397 UP sum -800 397 H/L Ratios: L1= 4.3 L2= 4.0 L3= 3.8 Htotal/L= 0.75 4 4 Hpier/L1= 0.94 Hpier/L3= 1.07 L total = 12.0 feet 15238_2021.08.31_RT SF_Plan 222300E_Structural Calculations.pdf Page 28 of 32 JOB#: 15238 ID: B6* w dl= 250 plf V eq 2360.0 pounds V1 eq = 1673.5 pounds V3 eq = 686.5 pounds V w= 5350.0 pounds V1 w= 3793.6 pounds V3 w= 1556.4 pounds v hdr eq= 108.5 plf - - AH head = A v hdr w= 246.0 plf 1 y Fdragl eq= 616 F2 eq= 253 Fdragl w= 95 F2 - 572 H pier= v1 eq= 171.6 plf v3 eq = 171.6 plf 5.0 v1 w= 389.1 plf v3 w= 389.1 plf feet H total = 2w/h = 1 2w/h = 1 9 Fdrag3 eq= F4 e - 253 feet A Fdrag3 w= 1395 F4 w= 572 P6 E.Q. 2w/h = 1 P4 WIND_ Hsill = v sill eq= 108.5 plf 3.0 EQ Wind v si//w= 246.0 plf feet OTM 21240 48150 R OTM 53220 39422 r UPLIFT -1634 446 UP sum -1634 446 H/L Ratios: L1= 9.8 L2= 8.0 L3= 4.0 Htotal/L= 0.41 —4 Hpier/L1= 0.51 Hpier/L3= 1.25 L total= 21.8 feet 15238_2021.08.31_RT SF_Plan 222300E_Structural Calculations.pdf Page 29 of 32 JOB#: 15238_222300 (ASE) ID: B11* w dl= 250 plf V eq 1160.0 pounds V1 eq = 580.0 pounds V3 eq = 580.0 pounds V w= 2710.0 pounds V1 w= 1355.0 pounds V3 w= 1355.0 pounds ► v hdr eq= 100.9 plf •H head = A v hdr w= 235.7 plf 1 V Fdragl eq= 378 F2 eq= 378 A Fdragl w= 4 F2 - 884 H pier= v1 eq= 290.0 p/f v3 eq= 290.0 p/f 6.0 v1 w= 580.8 p/f v3 w= 580.8 plf feet H total = 2w/h = 1 2w/h = 1 9 y Fdrag3 eq= F4 e --378 feet A Fdrag3 w= 884 F4 w= 884 P4 E.Q. 2w/h = 1 P3 WIND H sill= v sill eq = 100.9 plf 2.0 EQ Wind v sill w= 235.7 plf feet OTM 10440 24390 R OTM 14878 11021 v . UPLIFT -429 1292 UP sum -750 1975 H/L Ratios: L1= 2.0 L2= 7.5 L3= 2.0 Htotal/L= 0.78 ►-4 ►4 ► Hpier/L1= 3.00 Hpier/L3= 3.00 L total = 11.5 feet 15238_2021.08.31_RT SF_Plan 222300E_Structural Calculations.pdf Page 30 of 32 Table 1. Recommended Allowable Design Values for APA Portal Frame Used on a Rigid-Base Minimum Width Maximum Height Allowable Design(ASD)Values per Frame Segment (in.) (ft) Shear"''°(lbf) Deflection(in.) Load Factor 8 850 (1190 WIND) 0.33 3.09 16 10 625 (875 WIND) 0.44 2.97 8 1,675 (2345 WIND) 0.38 2.88 24 10 1,125 (1575 WIND) 0.51 3.42 1'-10 1/2" 8 1520 EQ(2128 WIND) Foundation for Wind or Seismic Loadingt"•b•��31 EQ(1444 WIND) (a) Design values are based on the use of Douglas-fir or Southern pine framing.For other species of framing,multiply the above shear design value by the specific gravity adjustment factor=(1—(0.5—SG)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values are for a single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is not a design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs Extent of header with double portal frames(two braced wall panels) Extent of header with single portal frame (one braced wall panels) Header to jack-stud strap 2'to 18'rough width of opening per wind design min 1000 lbf for single or double portal on both sides of opening t • ._ c 1 opposite side of sheathing wall wall \`i�' height • e I 4 . . . . d q= Fasten top plate to header . . . . Min.3"x 11-1/4"net header . at.• /with two rows of 16d • • • • •iidi steel header not allowed / sinker nails at 3°o.c.typ N .. ''�f{{ Fasten sheathing to header with 8d common or ) a 12' •• •ttgalvanized box nails at 3"gridpattern as shown Min.3/8"wood structural r /panel sheathing max •• • d total •• :' Header to jack-stud strap per wind design. .1 1 wall .. Min 1000 lbf on both sides of opening opposite height •• side of sheathing. If needed,panel splice edges shall occur over and be 10' •• •'•Min.double 2x4 framing covered with min 3/8" / nailed to common blocking max ;;• thick wood structural panel sheathing with .' i _ • within middle 24"of portal height .. . 8d common or galvanized box nails at 3"o.c. height.One row of 3"o.c. ••, in all framing(studs,blocking,and sills)typ, nailing is required in each panel edge. • Min length of panel per table 1 °° ?I", Typical portal frame I• , e r YP construction Min(2)3500 lb strap-type hold-downs s•I ; (embedded into concrete and nailed into framing) 6°1 b! Min double 2x4 post(king I-.1 ;. and jack stud).Number of ah`ac=_ �•1 —Min reinforcing of foundation,one#4 bar ___, _�•1 '4.Y'� jack studs per IRC tables ' ' .i' �,.°j top and bottom of footing.Lap bars 15"min. "i R502.5(1)&(2). _....._.o....L , _-'--... _ r--_. c_..__.� _ ....�....._..M...._.._— Min footing size under opening is 12"x 12".A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into Min(1)5/8"diameter anchor bolt installedper IRC R403.1.6— concrete and nailed into framing) with 2"x 2"x 3/16"plate washer 15238_2021.08.31_RT SF_Plan 222300E_Structural Calculations.pdf Page 31 of 32 180 Nickerson St. CT ENGINEERING�.f� ��/ �� j Suite 302 Project: fmmoc, e i3 A-7,6 0 �'�iA L P4\flj i--� Seattle, :4 , V 98109 Date: �/ �i{ ?, q (206)285-4512 Client: ✓�w C�✓�!�r {, /� L ( (/J� j�i l&65i2) Page Number: (206)285-0618 rVio o 0 �✓ al 5tl B`:` X Lb`` I2.'1 k ' -ry P) tpx,-mm 109- 7-2*- P-05)7)vf 851A04) ,�'1t1►R u�i / P � � 1� 1�I�' � z o,ti (60 - h ()V i2 j�v � 41 e .-CSC ( � z-- � � --� S �= co`' > �{ 5' ' �3 X FTz, IA)/(2) o� ©, 8v but u, /7, 1(Z to/ 4-` 13 8A16 eg,oviV6-s 33-4 15238 2021.08.31_RT SF_Plan 222300E_Structural Calculations.pdf Page 32 of 32 Structural Engineers Client: Date: 7/27/2021 Page 1 of 2 cs EWP Studio Project: Input by: KAMI HENDERSON , . Strong-Tie® .6,„.. SimpsonStrong-Tie® Address: Job Name: CALCS - Component SolutionsTM RECEIVED Project#: J1 RFPI 20 9.500" - PASSED Level:MAIN LEVEL Level CITY OF TIGARD BUILDING DIVISION , 1 , 1 1111, 1;1111111111 1 ' 1 II I ' I 1111 ill 11 ' II Ilt :1-1- I 1 , t ' i . ,. 1 , :,!,:::,i f, .,, , ! M , f-1!,.!f; !1 ',- ; ... ,;:... ..,, ,H .. . t . .. .,,, . .1.,' 1 - ' I /2" =1 I= 1 2 3 14 141'9" ' " 1 3/4" / / 2810" Member Information Reactions UNPATTERNED lb(Uplift) Type: Joist Application: Floor Brg Direction Live Dead Snow Wind Const Spacing: 16"o.c. Design Method: ASD 1 Vertical 314 94 0 0 0 Moisture Condition: Dry Building Code: IBC/IRC 2015 2 Vertical 939 282 0 0 0 Deflection LL: 480 Load Sharing: No 3 Vertical 285 86 0 0 0 Deflection TL: 360 Deck: 3/4 APA Rated Sturd-I- FloorOSB Nailed and Importance: Normal-II Glued Temperature: Temp<=100°F General Load Bearings Floor Live: 40 PSF Bearing Length Dir. Cap. React D/L lb Total Ld.Case Ld.Comb. Dead: 12 PSF 1- 5.500" Vert 37% 94/357 451 L_ D+L 2- 3.500" Vert 69% 282/940 1222 LL D+L Analysis Results 3- 1.750" Vert 46% 85/333 418 _L D+L Analysis Actual Location Allowed Capacity Comb. Case Neg Moment -1696 ft-lb 149" 2820 ft-lb 0.601(60%)D+L LL Unbraced -1696 ft-lb 149" 2820 ft-lb 0.601(60%)D+L LL Pos Moment 1292 ft-lb 6'6" 2820 ft-lb 0.458(46%)D+L L_ Shear 616 lb 149" 1220 lb 0.505(50%)D+L LL LL Defl inch 0.198(L/869) 72 3/4" 0.359(L/480) 0.553(55%)L L_ TL Defl inch 0.238(L/722) 71 9/16" 0.478(L/360) 0.498(50%)D+L L_ Design Notes 1 Provide support to prevent lateral movement and rotation at the end bearings.Lateral support may also be required at the interior bearings by the building code. 2 Bottom flange must be laterally braced at a maximum of 0 o.c. ID Load Type Location Trib Width Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const.1.25 Comments 1 Uniform 1-4-0 12 PSF 40 PSF 0 PSF 0 PSF 0 PSF PACIFIC LUMBER&TRUSS CO. Notes chemicals 5.Provide lateral support at bearing points to avoid Manufacturer Info lateral displacement and rotation 10515 SWALLEN BLVD,OREGON Calculated Structured Designs is responsible only of the Handling&Installation 6 VViab stiffeners for point load as shown Minimum Roseburg Forest Products structural adequacy of this component based on the .1.!joist flanges must not be cut or drIlled point load bearing length>.3.5 inches 4500 Riddle By-pass Rd 97005 design critena and loadings abown. It is the 2.Refer to latest copy of the Llast product information 7.For flat roofs provide proper drainage to prevent Riddle,OR 97469 503-858-9663 responsibility of the customer andfor the contractor to details for framing details stiffener table,web hole bonding ensure the component suitability of the intended chart,bridging details,multi-ply fastening details and (541)784-4005 applicaton,and to verify the dimensions and loads. handlingterecton details www.roseburg.com Lumber 3.Damaged!Joists must not be used APA:PR-L259,ICC-ES:ESR-1251 Pacih3J..umher 4.Design assumes top flange to be laterally restrained 1.Dry service conditions,unless noted othemise by attached sheathing or as specified in engineering & TR us S a see."' 2.!Joist not to be treated with fire retardant or corrosive notes. This design is valid until 5/24/2024 EWP Studio Version 21.32.340 Powered by iStructra Dataset:21042601.3993 CM= = Client: Date: 7/27/2021 Page 2 of 2 es EWP Studio AProjSimpson Strong-Tie® ect: Input by: KAMI HENDERSON zy UP'' Component SoutionsTM Address: Job Name: CALCS Project#: J4 RFPI 20 9.500" - PASSED Level:MAIN LEVEL Level 1 IS1 i :',. 9 1/2" E / El I=1 t 1 2 114" 114" 1. /- 3/4" -/ 1 Member Information Reactions UNPATTERNED lb(Uplift) Type: Joist Application: Floor Big Direction Live Dead Snow Wind Const Spadng: 16"o.c. Design Method: ASD 1 Vertical 294 88 0 0 0 Moisture Condition: Dry Building Code: IBC/IRC 2015 2 Vertical 311 93 0 0 0 Deflection LL: 480 Load Sharing: No Deflection TL: 360 Deck: 3/4 APA Rated Sturd-I- Importance: Normal-II FloorOSB Nailed and Glued Temperature: Temp<=100°F General Load Bearings Floor Live: 40 PSF Bearing Length Dir. Cap. React D/L lb Total Ld.Case Ld.Comb. Dead: 12 PSF 1- 1.750" Vert 42% 88/294 382 L D+L 2- 5.500" Vert 33% 93/311 404 L D+L Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Moment 1021 ft-lb 56 1/8" 2820 ft-lb 0.362(36%)D+L L Shear 376 lb 1011 1/4" 1220 lb 0.308(31%)D+L L LL Defl inch 0.094(L/1380) 56 1/8" 0.271(U480) 0.348(35%)L L TL Defl inch 0.123(L/1061) 56 1/8" 0.362(U360) 0.339(34%) D+L L Design Notes 1 Provide support to prevent lateral movement and rotation at the end bearings.Lateral support may also be required at the interior bearings by the building code. 2 Bottom flange must be laterally braced at a maximum of 0 o.c. ID Load Type Location Trib Width Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const.1.25 Comments 1 Uniform 1-4-0 12 PSF 40 PSF 0 PSF 0 PSF 0 PSF Manufacturer Info PACIFIC LUMBER&TRUSS CO. Notes laldisplaoenrentandrofahon 10515 SWALLEN BLVD,OREGON Calculated Structured Des,gns is reSpons4ble only of the Handling&Installation 6.Web sOffeners for point load as shown Minimum Roseburg Forest Products sbuct.irat adequacy of this ournponent based on the f.IJoist flanges must not be cut or dnlled pnint load bearing length>"3,5 inches 4500 Riddle By-pass Rd 97005 design crtena and loadings shown. It ro the 2 Reter to latest copy of the IJoet product inforrnaton 7.For flat roofs provide proper drainage to pnevent Riddle,OR 97469 503-858-9663 responsibility of the customer end/or the conthecton to details for franring derails seffener tables web bole ponding ensure the component suitability of the intended chaD bridging details,mnuth-ply festnninu dc/oils end (541)784-4005 applicahon end to venty the dimness/ens and loads, handling/erector details www.roseburg.com Lumber Danrgged IJoists nrust not be used APA:PR-L259,ICC-ES:ESR-1251 Pacihi3Lumher t.Dry service condibons unless noted ethanilse 4.Design assumes top flange to be latenally restrained by attached sheathing or as specmfed irengineenng 2.IJoist not to be beaked with gre retardant or corrosive notes. This design is valid until 5/24/2024 & TRUSS "*"'" EWP Studio Version 21 32.340 Powered by iStrucfm Dataset:21042601.3993 1=1 CITY OF TIGARD MASTER PERMIT Ill 1 _ COMMUNITY DEVELOPMENT Permit#: MST2021-00316 Date Issued: 11/04/2021 TIGARD 13125 SW Hall Blvd.,Tigard OR 97223 503.718.2439 Parcel: 2S107AA19600 Jurisdiction: Tigard Site address: 16649 SW BOTANY BAY LN Subdivision: ROSHAK RIDGE Lot: 196 Project: Polygon at Roshak Ridge Lot 196 Project Description: New single detached house. NO FINAL INSPECTION UNTIL DEFERRED SDC FEES PAID BUILDING Floor Areas Required Setbacks Required Stories: 2 Bedrooms: 5 First: 1220 sf Basement: 0 sf Left: 3 Parking Spaces: 0 Height: 28.5 Bathrooms: 3 Second: 1727 sf Garage: 486 sf Front: 12 Smoke Yes Dwelling Units: 1 Third: 0 sf Right: 3 Detectors: Total: 2947 sf Value: $409,741.34 Rear: 10 PLUMBING Sinks: 1 Water Closets: 3 Washing Mach: 1 Laundry Trays: 0 Rain Drain 1 Urinals: 0 Lavatories: 5 Dishwashers: 1 Floor Drains: 0 Sewer Lines: 100 SF Rain Drains: 0 Storm Sewer: 100 Tubs/Showers: 3 Garbage Disp: 1 Water Heaters: 1 Water Lines: 100 Catch Basins: 0 Footing Drain: 0 Ice Maker: 1 Hose Bib: 2 Backwater Value: 1 Bckflw Prevntr: 0 Drywell-Trench Drain: 0 Other Fixtures: 0 Other Fixture Units: MECHANICAL Fuel Types Air Conditioning: Y Vent Fans: 5 Clothes Dryers: 1 Natural Gas Heat Pump: N Hoods: 1 Other Units: 0 Furn<100K: 1 Vents: 0 Woodstoves: 0 Gas Outlets: 3 Furn>=100K: 0 ELECTRICAL Residential Unit Service Feeder Temp Srvc/Feeders Branch Circuits 1000 sf or less: 1 0-200 amp: 0 0-200 amp 0 W/Svc or Fdr: 0 Ea add'I 500 sf: 5 201-400 amp: 0 201-400 amp: 0 W/O Svc/Fdr: 0 Mfd Home/Feeder/Svc: 0 401-600 amp: 0 401-600 amp: 0 601-1000 amp: 0 601+amp-1000v: 0 1000+amp/volt: 0 ELECTRICAL-RESTRICTED ENERGY SF Residential Audio&Stereo: N HVAC: N Security Alarm: N Vaccuum System: N Garage Opener: N All Y Other: N Other Description: Ecompasing: BUILDING INFO Class of Work: Type of Use: Type of Constr: Occupancy Group: Square Feet: NEW SF VB R-3 2947 Owner: Contractor: POLYGON WLH LLC WILLIAM LYON HOMES INC Required Items and Reports(Conditions) 703 BROADWAY ST STE 510 703 BROADWAY STREET,SUITE 510 1 Ersn Cntrl 503-639-4175 VANCOUVER,WA 98660 VANCOUVER,WA 98660 2 One Hour Fire Rated Eaves PHONE: PHONE: 360-695-7700 FAX Total Fees: $37,228.63 This permit is issued subject to the regulations contained in the Tigard Municipal Code, State of OR Specialty Codes and all other applicable law. All work will be done in accordance with approved plans. This permit will expire if work is not started within 180 days of issuance, or if work is suspended for more the 180 days. ATTENTION: Oregon law requires you to follow the rules adopted by the Oregon Utility Notification Center. Those rules are set forth in OAR oF9-nM-nnin$hrni Inh nuo oc9-nni nnon Vni i mw nhmin n rnn„of Th<nilcc nr riirnrf nnuefinnc fn ni IMr by roIlinn cn'3 719 10A7 nr 1 Ann 119 9%44 Issued By: Ha{,(,cj Va.w Pe- Wege Permittee Signature: Ow Apri-tiza,lio-vu Call 503.639.4175 by 7:00 a.m.for the next available inspection date. This permit card shall be kept in a conspicuous place on the job site until completion of the project. Approved plans are required on the lob site at the time of each inspection. .Building Permit Application RECEIVE DECEIVE I Zare12-1 Residential nq FOR OFFIC1 USE ONLY t J 0 r. 2021 Received (X� �y/�` City of Tigard Date/By: 410 �� G PermitNo.: mg-201,1-003 b a II ° 13125 SW Hall Blvd.,Tigard,OR 97223 (•ITV OF TIGARD Plan Review * . n 1 /I 50Q�VV,VV) Phone: 503.718.2439 Fax: 503.598.19 Date/By: 2,) AA Other Permit: 2151 TIGARD Inspection Line: 503.639.4175 BUILDING DIVISION Date Ready/By: /�G i Jur s: See Page 2 for Internet: www.tigard-or.gov .0 Notified/Met,•+: Supplemental upplemental Information TYPE OF WORK REQUIRED DATA:1-AND 2-FAMILY DWELLING ®New construction ❑Demolition Permit fees*are based on the value of the work performed. Indicate the value(rounded to the nearest dollar)of all ❑Addition/alteration/replacement ❑Other: equipment,materials,labor,overhead,and the profit for the CATEGORY OF CONSTRUCTION work indicated on this application. ® 1-and 2-family dwelling 0 Commercial/industrialValuation: $ r Lit❑Accessory building 0 Multi-family Number of bedrooms: 5 ❑Master builder ❑Other: Number of bathrooms: 3 JOB SITE INFORMATION AND LOCATION Total number of floors:2 3f 33 Job site address: 16649 SW BOTANY BAY LN New dwelling area: 2,947 square feet )7a,7 City/State/ZIP:Sherwood, OR 97140 Garage/carport area: 486 square feet I ?,.a( Suite/bldg./apt.no.: Project name: Polygon at Roshak Ridge Covered porch area: square feet Cross street/directions to job site: Deck area: D4S square feet Other structure area: square feet REQUIRED DATA:COMMERCIAL-USE CHECKLIST Subdivision: Polygon at Roshak Ridge Lot no.: 196 Permit fees*are based on the value of the work performed. Tax map/parcel no.: Indicate the value(rounded to the nearest dollar)of all equipment,materials,labor,overhead,and the profit for the DESCRIPTION OF WORK work indicated on this application. New Construction/Type: SFU/Elevation plan: 222300ER Valuation: $ Deferrals: YES/deferral of payment of transportation&park SDCs to occupancy. Existing building area: square feet Projected start: April 2022 New building area: square feet ® PROPERTY OWNER 0 TENANT Number of stories: Name:Polygon Homes WLH LLC Type of construction: Address:703 Broadway St., Ste 510 Occupancy groups: City/State/ZIP:Vancouver,WA 98660 Existing: Phone:(360) 946-8674 Fax:( ) New: ® APPLICANT 0 CONTACT PERSON CIO BUILDING PERMIT FEES* Business name:Polygon Homes WLH LLC (Please refer to fee schedule) Structural plan review fee(or deposit): Contact name:Omar Alami Abouhafs FLS plan review fee(if applicable): Address:703 Broadway St., Ste 510 Total fees due upon application: City/State/ZIP:Vancouver,WA 98660 Amount received: Phone:(360)946-8674 Fax::( )360 693-4442 E-mail: permitsubmittals@taylormorrison.com-OAlamiAbouhafs@taylormotrison.com PHOTOVOLTAIC SOLAR PANEL SYSTEM FEES* a Commercial and residential prescriptive installation of CONTRACTOR roof-top mounted Photo Voltaic Solar Panel System. Business name:Polygon Homes WLH LLC Submit two(2)sets of roof plan with connection details and fire department access,along with the 2010 Oregon Address:703 Broadway St., Ste 510 Solar Installation Specialty Code checklist. City/State/ZIP:Vancouver, WA 98660 Permit Fee(includes plan review $180.00 and administrative fees): Phone:( )360 695-7700 Fax:( )360 693-4442 State surcharge(12%of permit fee): $21.60 CCB lic.:207247 /� �1 �/`C� Total fee due upon application: $201.60 On.Authorized signature: a/L .cy ,cy9L4/ This permit application expires if a permit is not obtained within 180 days after it has been accepted as complete. Print name:Omar Alami Abouhafs Date: 08/02/2021 *Fee methodology set by Tri-County Building Industry Service Board. I:\Building\Permits\BUP-RESPermitApp.doc 02/24/2011 440-4613T(1 l/02/COM/WEB) RECEIVED. Mechanical Permit Application MG (} q q9 ,. . FOR OFFICE City of Tigard M 7 0 5 2021 Recetlea -»y f . . Permit , {1—��//� 1� r ,,.r�1. Reeive QQi( MS1 i3O . 't 13125 SW Hall Bhd.,Tigazd,OR 97223 T/ C �q t Phone: 503.718.2439 Fax: 503.598.1960%A 1 I OF TIGARD Blau Review /�/� y� Date/By: Other Penult %,10t t/,,-ob Tlt'rA u.) Inspection Line: 503.639.4175 BUILDING DIVISION DateRcady/By: curls B See Page 2for Internet: tvww.tigard-or.gov Notified/Method- Supplemental Information TYPE OF WORK COMMERCIAL FEE* SCHEDULE - USE CHECKLIST Mechanical permit fees*are based on the value of the work ®New construction ❑Addition/alteration/replacement performed.Indicate the value(rounded to the nearest dollar)of all ❑Demolition ❑Other: mechanical materials,equipment,labor,overhead,and profit. Value:S CATEGORY OF CONSTRUCTION RESIDENTIAL,EQUIPMENT I SYSTEMS FEES* ® I-and 2-family dwelling ❑Commercial/industrial ❑Accessory building For special information use checklist. 1 j Multi-family ❑Master builder ❑Other: Description Qty. Ea. Total JOB SITE INFORMATIO\ AND LOCATION Heating/cooling,: Air conditioning 1 46.75 lob site address: 16649 SW Botany Bay Lane Furnace 100,000 BTU(ducts/vents) 46.75 - City/State/ZIP:Tigard,OR 97224 Furnace 100,000i BTU(ducts/vents) 54.91 - Suite/bldg./apt.no.: Project name: Polygon at Roshak Ridge Heat pump 61.06 ` Duct work 23.32 _ Cross street/directions to job site: Hydronic hot water system 23.32 Residential boiler(radiator or hydronic) 23.32 Unit heaters(fuel-type,not electric), in-wall,in-duct,suspended,etc. 46.75 Flue/vent for any of above 23.32 Subdivision: Polygon at Roshak Ridge Lot no.: 196 Other. 23.32 - Other fuel appliances: Tax map/parcel no,: Water heater 23.32 ,_.._ DESCRIPTION OF WORK Gas fireplace/insert 33.39 - Flue vent for water heater or gas New construction,type:SFU fireplace 23.32 Log liebter(gas) _ 23.32 ._ _.____.._.. - Wood/pellet stove 33.39 Wood fireplacelinsert 23.32 Chimneyliner/flue/vent 23.32 ® PROPERTY OWNERTENANTOffer 23.32 ❑ Environmental exhaust and ventilation: Name:Polygon WLH,LLC Range hood/other kitchen I ^_ Address:703 Broadway St.,Ste.510 equipment 33.39 Clothes dryer exhaust 33.39 City/State/ZIP:Vancouver,WA 98660 Single-duct exhaust(bathrooms, toilet compartments,utility rooms) 23.32 Phone:(360)695-7700 Fax:( ) Attic/crawlspace fans_ 23.32 ® APPLICANT 0 CONTACT PERSON Other 23.32 Fuel piping: Business name:Polygon WLH,LLC S14.15 for first four,S4.03 for each additional Contact name:Tonja Morris Furnace,etc. Address:703 Broadway St, 510 -- Gas heat pump — - Wallisuspendedlunit heater City/State/ZIP:Vancouver,WA 98660 Water heater �— Phone:(360)695-7700 Fax::(360)693-4442 Fireplace Range E-mail:permitsubmittalsgtaylormorrison.corn Barbecue _ CONTRACTOR Clothes dryer(gas) v I Business name:Pro Heating&Coming Other: MECHANICAL PERMIT FEES* Address: NW Alociek Dr,Ste.1104 Subtotal City/State/ZIP:Hillsboro,OR Minimum permit fee(S90.00) Plan review(25%of permit fee) Phone:(360)270-1590 Fax:( ) State surcharge(12%of permit fee) _ CCB lic.:209001 TOTAL PERMIT FEE This permit application expires if a permit is not obtained within 180 Q� �1 � � „ days after it has been accepted as complete. Authorized signature: ""�' �w'r�t t�V • Fee methodology set by Tri-County Building Industry Service Board Print name:Elia Duran Date: 10/30/20 r,o,,;I4,.,,APr,,,,,eMer P..,ne an.,rum li Anr aan,-,T"r„m�wvrermrco. Electrical PermitRECEIVED Application FOR OFFI(I.USE Oy1,1 t, Cityo Ti and .:�7 0 t L Received f r Rene y t. ._9/0 Peront k 11,t Gut.i Vp'.3 t'Cj -' 13125 SW Hall Blvd.,Tigard,OR 97223p,I n/OC TIG p cjD !Inn Review Phone: 5U3.713 2439 Fax: SU3.59 3.If t f Lll1f1 Related Permit*: SwQao2t /�'JJ 74 1)atc•Ry `cis: I Inspection Line: 503 639 4175 I heady t)atem r 0runs: See Pao for TtGARU BUILDING DIVISION. x Internet: www.ligard-orgov Notified/Method. Supplemental Information TYPE OF WORK PLAN REVIEW , ®New construction ❑Addition/alteration/replacement Please check all that apply(submit 2 sets of plans wit erns checked) ❑5a vice or feeder 400 amps a inure 0 Building over three stones 0 Demolition ❑Other: where the available fault current ❑Manna and boatyard, CATEGORY OF CONSTRUCTION excncds 10,000 amps at 15o volts or 0 Floating bwldmgs gi I-and 2-family dwelling 0 Commercial/industrial ElAccessory building lei to ground,or exceeds ta,ot o ❑[on menial-use agricultural ❑ ltlftl-family El Master builder amps fen all other installation, building ❑Other: ❑Fire pump 0 Installation of 150 KVA or JOB SITE INFOR'NATION AND LOCATION 01':mergcncy system larger scparntely denied ew Job#: Job site address:16649 SW Botany lOollP o or more.BayLane ❑Addihn of re.motor h>rd of system. ❑"A'"."k;`""'1-Z" "1-3", City/State/ZIP: Tigard,OR 97140 ❑Six of Marc residential units oecupanoii .._ — ❑Health-care facilities ❑Recreational vehicle parks.. Suite/bldg./apt#: Project name: Polygon at Roshak Ridge ❑tinzardous locations 0 Supply voltage for more than ❑Service or feedm 600 amps or more 600 volts nominal Cross street/directions to job site: FEE SCUEI)LJI Is Description I Otr. I Each 1 Total I New residential single.or multi-family dwelling unit. Subdivision:Polygon at Roshak Ridge Lot#: 196 Includes attached garage. Tax map/parcel#: 1,000 sq R.or less 168 54 4 Fa.add'!500 sq It or portion 33 92 1 DESCRIPTION OF WORK Limited energy,n:sidtulial (with aboveft..) 75.Op 7 New construction.Type SFU sq. Limited oovltey,muhi-family 75.00 ? residential(with above sq.ft.) El PROPERTY OWNERRenewable Energy 0 Scr Page 2 0 TENANT Services or feeders installation,alteration,and/or relocation Name: Polygon Homes WLH LLC 200 amps or less _ 100.70 2 Address: 703 Broadway St.,Ste 710 201 amps to 400 amps 133.56 2 401 amp;to 600 amps 200 34 2 City/State/ZIP: Vancouver,WA 98660 601 amps to 1,000 amps 301 04 2 !'hone:(360 )946 8674 Fax:( ) Over 1,000 amps or volts 552.26 2 Entail: OAlamiAbouhafs@taylormnrrison,cam-PerrnitSubmittals@taylormorrison.com relocation services or feeders installation,alteration,and/or Owner installation:This installation is being made on property that I own which is not 200 amps or less 59.36 I intended for sale,lease,rent,or exchange,according to ORS 447.449,670,and 701. 201 amps to 400 amps 125 08 Owner signature: Date: 401 amps to 599 amps 168 54 2 0 APPLICANT _ I 0 CONTACT PERSON Branch circuits-new,alteration,or extension,per panel A.Fee for branch cucuits with Business name: Polygon Homes WI.H LLC above service or feakr foe, each branch circuit 7 42 _ Contact name: Omar Alami Abouhafs 13 Fee for branch circuits waking Address: 703 Broadway St.,Ste 710 service or feeder fee,inert 56.18 2 branch circuit City/State/ZIP: Vancouver,WA 98660 Each add'!branch circuit 7.42 2 Miscellaneous(service or feeder not included) Phone:(360 )946 8674 Fax:: ( ) Each manufactured or modular 67 84 2 Email:OAlamiAbotlhafsi taytormotrison.com-PcrmitSubmittals@taylormorrison.com dwelling, Rccomuti only iservicenland/or feeder 67 64 2 _ CO VTR:\(TUB Ptunp or inigatiun circle 67 84 2 Business name: Wallace Electric Sign or outline lighting 67.84 2 Address: 105 Dresden St si ai cucutt(s)or twined—energy~❑ yen)'age 2 2 panel,alteration,or extension. City/State/ZIP: Astoria.OR 97103 Each additional inspection over allowable in any of the above Additional inspection(1 hr mitt) 66 25/hr I Phone:(503 301$0563 Fax:( ) Investigation(1 hr min) 90.OXu hr Email: llavid@wallacest'ires.com Industrial plant(I hr min) 78 l8/hr , - Inspections for which no tee is calLie.:224868 Electrical Li.• C1441 Su v_I: 6363S specifically listed('f hr min) 9000i hr Suprv.Electrician signature,required: ELECTRICAL. PERMIT FEES Subtotal Print name:7) t, , _ Date: it /4 /z f 0 Plan Review Required(25%of permit fcc): ` ( (ii State surcharge(12%of permit fee) Authorized signature Tfl`TAL PEILIvfI`f Fla, This permit application expires If a permit is not obtained within 180 Print name: �t ati y, I)ate: [t r4 /y tI days after It has been accepted as complete. rcL��s�! 7i// l/ • Number of inspections allowed per permit. l.'dfmlding\i'emuti'LLCpermrtApp_FIR L•RB'dcc Rev 06'1712015 1 e-1615r(i V05rCOM1WEB ' Plumbint; Permit ApplicatiRECEI V Er . Building Fixtures fa 0 5 1021 FOR OFFICE USE ONLY City of Tigard Received 4, permit No.: 1 13125 SW Han Blvd.,Tigard,OR 9722C1TY OF TIGARU Date/By: 9 ZI m ST2D 21-Op3�to ,71 Plan Review Phone: 503.718.2439 Fax: 503.59g..�8�p Other Permit No:Su/a -00acl Inspection Line: 503.639.4175 DUILD(NG DIVISIQ� Dater _ TIGARD Date Ready/By: )uric: EI See Page 2 for Internet: www.tigard-or.gov Notified/Method: Supplemental Information TYPE OF WORK FEE* SCHEDULE ►Z/ New construction 0 Demolition For special information use checklist. Description I Qty. I Ea. I Total ❑Addition/alteration/replacement ❑Other: New 1-2-family dwellings(includes 100 ft.for each utility connection) CATEGORY OF CONSTRUCTION SFR(1)bath 312.70 . l-and 2-family dwelling 0 Commercial/industrial SFR(2)bath 437.78 ❑Accessorybuilding SFR(3)bath 500.32 Multi-family Each additional bath/kitchen 25.02 ❑Master builder 0 Other: Fire sprinkler( sq.ft.) Page 2 JOB SITE INFORMATION AND LOCATION Site utilities: _ Job site address: 16649 SW Botany Bay Lane Catch basin or area drain 18.76 Drywell,leach line,or trench drain 18.76 City/State/ZIP:Tigard,OR 97224 Footing drain(no.linear ft ) Page 2 Suite/bldg./apt.no.: Project name:°ii irPolygon at Roshak Ridge Manufact red home utilities 50.03 Cross street/directions to job site: Manholes 18.76 Rain drain connector 18.76 Sanitary sewer(no.linear ft.:_) Page 2 Storm sewer(no.linear ft.:_) Page 2 on at Roshak 196 Water service(no.linear ft.:�) Page 2 Subdivision: Polygon RidgeLot no.: Fixture or item: Tax map/parcel no.: Backflow preventer 31.27 DESCRIPTION OF WORK Backwater vaive 12.51 New construction,type:SFU Clothes washer 25.02 Dishwasher 25.02 Drinking fountain 25.02 Ejectors/sump 25.02 ® PROPERTY OWNER 0 TENANT Expansion tank 12.51 Name:Polygon WLH,LLC Fixmrclsewer cap 25.02 Address:703 Broadway Si,Ste 510 Floor drain'flaor sink/hub 25.02 Garbage disposal 25.02 City/State/ZIP:Vancouver,WA 98660 Hose bib 25.02 Phone:(360)695-7700 Fax:( ) Ice maker 12.51 ® APPLICANT 0 CONTACT PERSON Interceptor/grease trap 25.02 Business name:Polygon\N'LH,EECv Medical gas(value:5 ) Page 2 Contact name:Tonja Morris Primer 12,51 Roof drain(commercial) 12.51 Address:703 Broadway St.,Ste 510 Sink/basin/lavatory 25.02 City/State/ZIP:Vancouver,WA 98660 Solar units(potable water) 62.54 Phone:(360)695-7700 Fax::(360)693-4442 Tub/shower/shower pan 12.51 E-mail:permitsubmittals@polygonhomes.com Urinal 25.02 CONTRACTOR Water closet 25.02 Water heater 37.52 Business name:G&B Plumbing&Sons Inc Water pipingiDWV 56.29 Address:P.U.Box 92 Other: 25,02 City/State/ZIP:St.Paul,OR 97137 Subtotal Phone:(503)868-1417 Fax:(971)727-8170 _ Minimum permit fee: 572.50 Plan review (25%of permit fee) CCB Lic.:184372 Plumbing Lic.no.:pb634 State surcharge(12%of permit fee) Authorized signature: >� � V- i".'',. - - TOTAL PERMIT FEE Print name:Steve Fowler Date: 10/30/20 This permit application expires if a permit is not obtained within 130 days after it has been accepted as complete, *Fee methodology set by Tri-County Building Industry Service Board. 1.\Buiiding\PerrnitstPLMU-PermitApp.doc 10/OIR74 440.4616T(I0.002COMAWEB) . City of Tigard IN44 COMMUNITY DEVELOPMENT DEPARTMENT Tl cARD Building Permit Review — Residential Building Permit #: fkr9a- OQ,Stto Site Address: /(p&y"! sr, ric inv.)y eAV £A& Project Name: 'PQLV&CD J Af jZO Ak ` Aoc C Lot #: 1 q Planning Review Pro sal: t f+c M5 Verifyaddress/suite#active in Accela. In River Terrace: � ❑ No River Terrace ReviewAddendujm Sit lan Elements: Erosion Control 3 •.pies of site plan on 8-1/2"x 11"or 11 x 17"paper M tfi&etained trees with drip line and tree protection measures /, It awn to scale(standard architect or engineer scale) dal FF Itprint of new structure(including decks) and FFE • o th arrow L/J ty locations&easements(required for new and additions) e ddress,project or subdivision name and lot number Sidewalk/driveway approach plicant information(name and phone number) 11/41it [lL ation of wells/septic systems Lot dimensions and building setback dimensions 1�15 eet tree size,type and location E Square footage of buildings to be demolished eet names OtfiExisting structures on site Z Comer elevations (2'contours if more than 4'dif�ferceenti 1) Lot area,building coverage area,percentage of coverage and >1,000 sf of impervious area created or replaced? ii,�es No OC zIfimpervious area(applicable if R-7,R-12,R-25&R-40) yes,is a storm water quality facility shown? ❑Yes No Clea Water Services—Service Provider Lette of platted prior to 9/10/1995): quired: ❑ Yes,applicant was notified No Received: ❑ Yes ❑ No Water Meter Fixture Unit Worksheet—Additio , emodels and ADUs Required: ❑ Yes,applicant was notified No Received: ❑ Yes ❑ No C Exemption for ADU applied for: ❑ Yes ❑ No Received: ❑ Yes ❑ No Public Facilities Improvement (PFI)Permit: quired: ❑ Yes,applicant was notified No Applied For: ❑ Yes ❑ No, stop intake nd Use Case#: sUf' occ-CSujbLI Zoning; 12 y • S ' -•uired Setbacks: Front: 12-- Rear: 10 Side: 3 Street Side:' Garage:- • ilding Height: Max. Height: 1.,J A- Actual Height: 28•S-' 2 Landscape Area: NA- % ❑ Lot Coverage Max: al- ntrance ❑ Set back no more than 8'from street-facing wall ❑ Parallel to street or offset 45 degrees or less Window • um 12%of area of all street-facing facades Garage ❑ Garage o . d widest street-facing wall ❑ Y o,one of the following is met: ¢,( ❑ Door extends no more a wall e is a covered porch extending beyond garage. Sy „9m/1 ❑ Door extends no more th ' om wall an ' a 12 sq ft.window above garage on 2nd floor. RQQ ❑ Garage door wid . 12'or less ❑ 50%or less of faca e 0%or less and includes 7 of following: vered porch ❑ Recessed entrance ❑ Wall offset ❑ 1'Roo ❑ Roof offset ❑ Fire shingles ❑ Lap Siding ❑ Roof pitch ❑ Gable,hip,or gambrel roo Dormer ❑ Accent siding �tndow trim ❑ Window recess ❑ Window projection ony Y� V al Clearance 111 Urban Forestry Pl a ,nsitive Lands: ElLJ Yes No Type: onditions met prior to issuance of building per 't Now Approved By Planning: Date: J Z/ Revisions (after Building Submittal on ) Reviewer Date Revision 1: ❑ Approved ❑ Not Approved Revision 2: ❑ Approved ❑ Not Approved I:\Building\Forms\B1dgPeimitRvw_RES_122419.docx Building Permit Submittal Original Submittal Date: O /S /Z Site Plans: # 3 Building Plans: # .3 Building Permit#: a-Enter building permit#above. Workflow Routing: a-Planning v Engineering e Permit Coordinator es-"Er Building Workflow Sign-off: e i -Sign-off for Planning(include notes from planning review) Route Application Documents: Engineering: (1) copy of permit application, (1) site plan, (1) building plan and original plan review routing form. '1:I—Building: original permit application, site plans,building plans,engineer and beam calculations and trust details,if applicable,etc. Notes: By Permit Technician: j'f i k i' Tit 4,,S e H h )21e— Date: ' c/,s`/2 Engineering Review Slope at building pad: __3, Q�Conditions "Met"prior to issuance of building permit Easements (encroachments)per engineering conditions of approval and plat [Id Water Quality/Quantity Facility: Assess Water Quality Fee in-lieu: ❑ Yes CNo Assess Water Quantity Fee in-lieu: ❑ Yes CIA o LIDA Facility on lot: ❑ Yes No ❑ Final Plat Recorded: ❑ NOT Approved by Engineering: Date: Notes: pproved by Engineering: - Date: _' Revisions (after Building Submittal only) Reviewer Date Revision 1: ❑ Approved ❑ Not Approved Revision 2: ❑ Approved ❑ Not Approved Permit Coordinator Review Conditions "Met"prior to issuance of building permit ❑ Approved,NOT Released: Date: Notes: Revisions (after Building Submittal only) Revision Notice 1: Date Sent to Applicant: Revision Notice 2: Date Sent to Applicant: SDC Exemption: ❑ Received Does not apply SDC Fees Entered: Wash Co Trans Dev_ Tax: Yes ❑ N/A igard Trans SDC: 7 Yes ❑ N/A So(s Parks SDC: Z. Yes ❑ N/A L P ' ❑ Yes N/A OK to Issue Permit Approved by Permit Coordinator: ( Date: 5 ii4t261.4 I:\Building\Fonns\B1dgPennitRvw_RES_122419.docx City of Tigard 11,,,, N COMMUNITY DEVELOPMENT DEPARTMENT 2 TIGARD River Terrace Building Permit Review Addendum ,b. Building Permit #: Ly(1vp'4\-V6\i‘Q Site Address: )(p(pyq CA) `ge:T IOY ?Ay (,,WO Project Name: ppWWis.t_Ar 21i'Ak 4t466. Lot #: (el , (New dwelling=subdivision name;Addition or Alteration=last name of owner) Planning Review of River Terrace Plan Distric Design Standards (18.640.070.1.): Is the project subject to the plan district design standards? es ❑ No 1.Articulation: a minimum of 1 element per each street-facing facade that has 30-60 ft. of frontage.An additional element required for lots with over 60 ft.of street frontage shall be provided every 30 ft. Porch min. 5 dee Balcony w/ access 2 Window Projection Vertical Wall Offset a P ft. deep min.2ft.,5 ft.wide min. 2 ft.,6ft.wide Gabled dormer ❑ ❑ ❑ ❑ 2.Eyes on the street: a minimum of 12%of each street facing facade must include windows or entrance doors. Percentage Shown: > ) . 3.EEnntr noes:At least one entrance must meet both of the followi standards: is Max. 8 ft. setback from longest street- facing wall 0 'ara1lel to street,angle no more than 45° from street, � or open onto porch Entrance opens to a porch: IQ Yes ❑ No If es,all the following apply: 625 sq.ft.min. ne street facing entry i12 ft.max. roof above floor of porch i?! 5 ft.depth min. 0%min.porch roof coverage 4.Detailed Design:All buildings shall include a min. of five of to following elements on all street-facing facades: r Bred porch min. 5 ft.wide x 5 ft. deep Recessed entry area min. 5 ft.wide x 2 ft. deep Wall offset min. 16 inches ❑ Dormer min.4 ft.wide 1r Roof eave min. 12 inch projection ❑ Roof offset min.of 2 ft. ^ ❑ Roof shingles either tile or wood li/able,hip or gambrel roof design ❑ Roof pitch oriented south min. 500 sq. ft. ❑ Horizontal lap siding min. 3-7 inches wide ❑ Accent siding min. 40%of street facade ❑ Window trim min.2 t/z"wide by 5/8"deep ❑ Window recess min.3 inches for all street facing ❑ Bay window min. 5 ft.wide by 2 ft.deep ❑ Balcony min. 5 ft.wide x 3 ft. deep with inside access ❑ Attached garage is 35%or less of street facade 5. Garages and Carports:May face the front or side lot line on a corner lot. Setbacks: No closer to front or side lot line,than longest street-facing wall. 'Yes ❑ No. If No (Check one): ❑ May extend up to 5 ft.if there is a covered front porch and garage does not extend beyond the front porch. ❑ May extend up to 5 ft.where the garage is part of a two-story building and there is a window at the second story above the garage that faces the street with a min. area of 12 sq.ft. Width: (Check one) ❑ 12-foot-wide garage door 40%max. of street facade ❑ 50%max. of street facade with 7 detailed design elements Notes: Approved By Planning: �1. Date: k I:\Building\Fonns\BldgPeimitRvw_RES_RT_121417.docx City of Tigard Parks SDC Charge (Parks) T1GARI Notification of Fee and Payment Options ems;;.. :A*ray;: . �„ s ass IWW eaW n , a ,° s,�.: A444 0,4 as Please sign and return prior to building permit issuance. This advises you that the total Parks SDC charge for this project is as shown below and outlines the payment options that may be available to you. This total includes Parks SDC-Improvement, Parks SDC-Reimbursement, and either Parks-Neighborhood or Parks-Neighborhood River Terrace charges as relevant. This form is to be signed and submitted prior to issuance of a building permit. City of Tigard Date: 8/10/2021 Site Address: 16649 SW Botany Bay Ln Project Polygon at Roshak Ridge - Land Use Case MST2021-00316 Name: Lot 196 or Permit #: Tax Total Parks 2S107AA19600 $10,903 Lot#: SDC Amount*: *The total Parks SDC amount shown above is the sum of$ 6,278 for Parks-Improvement,$1,739 for Parks- Reimbursement, and either$ N/A for Parks-Neighborhood or$2,886 for Parks-Neighborhood River Terrace. This constitutes my request to use the Parks SDC payment option or combination of options I have selected below. [This selection can be changed up to the time a building permit is issued.] I realize that SDC charges are due and payable at the time a building permit is issued unless those charges are Deferred or are financed through Installment Payments. ❑ Cash, Check,or Credit Card,payment due at building permit issuance. ® Deferral until Occupancy,payment due before issuance of an occupancy permit. Payment of the Parks SDC may be deferred until issuance of the occupancy permit. In requesting this option, I understand that any deferred Parks SDC must be paid prior to issuance of a Certificate of Occupancy. For a deferral request to be accepted both the Property Owner and the Developer must sign this request. ❑ Credit Voucher (for developer-built required public improvements, subject to approval, completion,and acceptance of creditable improvements.) PLEASE NOTE: Parks SDC Credits must be redeemed at the time Parks SDC Payment is due, either at the time the building permit is issued or,if payment is deferred,prior to issuance of an occupancy permit. If you expect to claim Parks SDC Credits be sure the improvements, any creditable payments, and your Request for Credits is complete either before your building permit is to be issued or,if payment is deferred,before you request an occupancy permit. No refund of Parks SDC Payments will be made if Credits are submitted more than 30 days after issuance of the relevant building or occupancy permit. ❑ "Bancroft" or Installment Payments (separate application required.) Ong.A/'.A6eua, Om ..A '.A6au PROPERTY OWNER DEVELOPER DATE: 08/10/21 DATE: 08/10/21 I:\Community Development\Permit Coordinator\SDC Forms\Payment Option Forms City of Tigard Transportation System Development Charge (SDC) TIGARD Notification of Fee and Payment Options This advises you that the total TSDC for this project is as shown below and outlines the payment options that may be available to you. This total includes charges for TSDC-Improvement,TSDC-Reimbursement, and TSDC-River Terrace,if relevant. This form is to be signed and submitted prior building permit issuance or, if no building permit is required, then upon land use approval (TMC 3.24, as amended by Ordinance No. 21-09). City of Tigard Date: Site Address: 8/10/2021 16649 SW Botany Bay Ln Project Polygon at Roshak Ridge - Land Use Case or Name: Lot 196 Building Permit #: MST2021-00316 Tax Total TSDC 2S107AA19600 $10,348 Lot#: Amount*: *The total TSDC amount shown above is the sum of$6,690 for TSDC-Improvement, $386 for TSDC-Reimbursement,plus $ 3,272 for TSDC-River Terrace,if relevant. This constitutes my request to use the TSDC payment option or combination of options I have selected below. [This selection can be changed up to the time a building permit is issued.] I realize that TSDC charges are due and payable at the time a building permit is issued unless those charges are Deferred or are financed through Installment Payments. ❑ Cash, Check, or Credit Card,payment due at building permit issuance. ❑ Deferral until Occupancy,payment due before issuance of an occupancy permit. Payment of the TSDC may be deferred until issuance of the occupancy permit. In requesting this option,I understand that any deferred TSDC must be paid prior to issuance of a Certificate of Occupancy or final inspection. For a deferral request to be accepted both the Property Owner and the Developer must sign this request. ❑ Credit Voucher for developer-built required public improvements, subject to approval, completion,and acceptance of creditable improvements NOTE: TSDC Credits must be redeemed at the time TSDC Payment is due, either at the time the building permit is issued or,if payment is deferred,prior to issuance of an occupancy permit. If you expect to claim TSDC Credits be sure the improvements,any creditable payments,and your Request for Credits is complete either before your building permit is to be issued or,if payment is deferred,before you request an occupancy permit. No refund of TSDC Payments will be made if Credits are submitted more than 30 days after issuance of the relevant building or occupancy permit. ❑ "Bancroft" or Installment Payments (separate application required.) D 4 une-'.A6eu/a D .Aiahu. An PROPERTY OWNER DEVELOPER DATE: 08/10/21 DATE: 08/10/21 I:\Community Development\Permit Coordinator\SDC Forms\TSDC Combination Payment Option Form 112718 AMS TayIorMorrison, RECEI r ED Polygon at Roshak Ridge, Lot 196 s J New submittal CITYOF iIUNnu BUILDING DIVISION Subject: New residential construction — SFU. Address: 16649 SW BOTANY BAY LANE. Elevation: 222300ER. Total R3 occupancy: 2,947 SF. Attached to this packet, please find the following documents: • 1x Building application. • 1x Mechanical, Electrical and Plumbing applications. • 3x Site plan (size: 11"x 17"). • 2x Structural calculations. • 2 x Main floor layout (size: 11"x 17"). • 2 x Main floor Calculations. • 2 x Upper floor layout (size: 11"x 17"). • 2 x Upper floor Calculations. • 2x Roof truss Layout (size: 11"x 17"). • 2x Roof truss Calculations. • 3x Architectural plans (full size). Thank you tor TaylorMorrison.. moay lrrison. 1'ornea rnsp,FSA Gy Y(7, COMMUNITIES 'ram Li' FOR OFFICE USE ONLY—SITE ADDRESS: This form is recognized by most building departments in the Tri-County area for transmitting information. Please complete this form when submitting information for plan review responses and revisions. This form and the information it provides helps the review process and response to your project. City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT 111 2 " Transmittal Letter T I k i A It r) 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.gov TO: Ailr aR�p Onb DATE RECEIVED: DEPT: BUI�ING DIVISION RECEIVED FROM: Drnuo& 1\ SEP 2 202/ ,.,..G CITY OF TIGARD COMPANY: j 1,02 V lo(tif Ss BUILDING DIVISION , ._ PHONE: 0 63 .4 Qt� I By: 1 �. ` EMAIL: D peer. Y�;f, t O € W IfltlQt�" BL, C 8 d RE: 16649 SW R i*ar16 ga,ci �v r1sT .2,0. 1- Qo31 (Site Address) (Permit Number) co gC OL 10#-- .9 6 (Pr name or subdivision name and lot number) ATTACHED ARE THE FOLLOWING ITEMS: Copies: Description: Copies: Description: Additional set(s) of plans. Revisions: 5'ffvctlr Cae[c Cross section(s) and details. Wall bracing and/or lateral analysis. Floor/roof framing. Basement and retaining walls. Beam calculations. Engineer's calculations. Other(explain):REMARKS: //4r�C r', -Q r�((��- /I J O PaL4& iCt� (ev,'ej t L l io ceso(ve 4h.L ChC (. )frCc/ FOR OF ICE USE ONLY Routed to Permit Techni ian: Date: Z' Initials: A—A Fees Due: [' Yes Nd" Fee Descri io : Amount Due: $$ 75- --V.6 6"--- 1-...---- $ Special Instructions: Reprint Permit(per PE) ❑ Yes / Jr' ❑ Done Applicant Notified: Date: /Z7 ( � I Initials• l:\Building\Forms\Transmittal Letter-Revisions_073120.doc