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Permit Support Document r. City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT /� �.. II 2 • j' Request for Permit Action TI GA R D 13125 SW Hall Blvd. •Tigard,Oregon 97223 • 503-718-2439 •www.tigard-or.gov TO: CITY OF TIGARD Building Division 13125 SW Hall Blvd.,Tigard,OR 97223 Phone: 503-718-2439 Fax: 503-598-1960 TigardBu.ildingPermits@tigard-or.gov FROM: ❑ Owner reeApplicant ❑ Contractor ❑ City Staff Check(✓)one REFUND OR Name: t INVOICE TO: (Business or Individual) �j�'M V firovr• Mailing Address: S S gef-prq.Derpoi City/State/Zip: t,1 I 'l/U T I 1T:06 Phone No.: PLEASE TAKE ACTION FOR THE ITEM(S) CHECKED (1): CANCEL/VOID PERMIT APPLICATION. ► I ERMIT FEES (attach copy of original receipt and provide explanation below). ❑ INVOICE FOR FEES DUE (attach case fee schedule and provide explanation below). ❑ REMOVE/REPLACE CONTRACTOR ON PERMIT (do not cancel permit). Permit#: /IS 7-.2-0/ 7 ` 00 3,72-9 Site Address or Parcel#: ') 1 U e> � oer g ‘..--A-147 Project Name: Subdivision Name: Lot#: EXPLANATION: -5 Ej - T / ev/ y3 /IP yg Signature: ��;Ati.1Date: �� Print Name: V 40.07/7m7, Refund Policy 1. The city's Community Development Director,Building Official or City Engineer may authorize the refund of: • Any fee which was erroneously paid or collected. • Not more than 80%of the application or plan review fee when an application is withdrawn or canceled before review effort has been expended. • Not more than 80%of the application or permit fee for issued permits prior to any inspection requests. 2. All refunds will be returned to the original payer in the form of a check via US postal service. 3. Please allow 3-4 weeks for processing refund requests. Route to Sys Admin: Date By Route to Records: Date B� Refund Processed: Date /�//9. B _ Invoice Processed: Date By Permit Canceled: Date 9//p//er By .Parcel Tag Added: Date By I:\Building\Forms\RegPermitAction_o$231 .doc Building Permit ApplicationV # i 9 /p if Residential , V al� 1-OR O► 1 ►c►: I sL o1►.1 City of Tigard f �� ^` Received . Date/By: )- -/r 7 7— Permit No.:f(4O(7_. ,.„..„, 51,11 . 13125 SW Hall Blvd.,Tigard,OR 97223 g Plan Review ' Other Permit: Phone: 503.718.2439 Fax: 503.598.19601 $2 y Date/By: aa • 1 i1GAll K Inspection Line: 503.639.4175 AUG Ali' Date Ready/By: Juris ® See Page 2 for Internet: www.tigard-or.gov No'fied/Method . ./. iiefs. 2 Supplemental Information TYPE11\G DIMS O 1 REQUIRED DATA:1-AND 2-FAMILY DWELLING a 0 New construction ❑Demolition Permit fees*are based on the value of the work performed. Indicate the value(rounded to the nearest dollar)of all (M 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 ElCommercial/industrial Valuation: $ ElAccessory building ElMulti-familyNumber of bedrooms: a q�16 3 y'` El builder 0 Other: Number of bathrooms: ` ' JOB SITE INFORMATION AND LOCATION Total number of floors: 2 A/A. lar kd h�,// 3 Job site address: /59.eO SU/ //'t;+ti-xiapd e i- New d #Ag area: ` /sq'uare feetgj4 0 City/State/ZIP: 4/d! n'17/1//1/ 7 JJ24 Garage/carport area: — square feet Suite/bldg./apt.no.:,----> Project name: i"-Th Covered porch area: square feet Cros street/directions to job site: / / Deck area: `—� square feet ) lirA/aa? L°( 1 a1I Y ,6iG<_ Other structure area: square feet REQUIRED DATA:COMMERCIAL-USE CHECKLIST Subdivision:ju m//1&- Add„ Ofsre„..*...9 Lot no.:540 4., .ermit fees*are based on the value of the work performed. Tax map/parcel no.: 25 f� t7 Tt?O In.*cate the value(rounded to the nearest dollar)of all ,J - ft 16 mm E,'hFizt fl 9 equt. ent,materials,labor,overhead,and the profitlor the DESCRIPTION OF WORK work i •icated on this application. // Valuation:' $ S C1L4' / >v t'ir, Lk#� f yr tiaa ^ 4 -//90/ kwi,t) grc-eive.-t Existing buil •t area: square feet New building area: square feet it PROPERTY OWNER / ❑ TENANT/ [ / t ) Number of stories: Name: G QGL[r F 4!.ar tL It/�� LJ' ��(GLIt Cl�f<S7dl Type of construct.Address: "-� Occu anc os: /� Il �� !�l"1✓�GUL1 �C Occupancy City/State/ZIP: 4 YI, t r y I / 17221 Existin Phone:(5-03) �-'7,_ V Al✓7 Fax:( ) New. 0 APPLICANT Ott CONTACT PERSON BUILDING PERMIT FEES* ,� (Please refer to fee schedule) Business name: OZ/ ,_S'f r V/US 1-1—C jStru• ral plan review fee(or deposit): Contact name: .''T.VC^/ sIlc'rLUuod FLS plan review fee(if applicable): Address: p,U j Total fees due upon applications S(v4, 10 City/State/ZIP: J u Y!✓F,, 69/� 973 ti`2— Amount received: Phone:(5-0) / 79 i I Fax::( ) E-mail: , /, PHOTOVOLTAIC SOLAR PANEL SYSTEM FEES* Commercial and residential prescriptive installation of CONTRACTOR roof-top mt. ted Photo Voltaic Solar Panel System. Business name: CI,Cl- SC: f e C 5 Li._C Submit two(2) is of roof plan with connecti•• .-tails and fire department ess,along with •- 110 Oregon Address: ' L 7.,03._(tie,- Solar Installation S•ecia erode : -cklist. ZIP: ?y, r Permit Fee(include .n ;-.wCity/State/ Tl. i? l t� /,) `flv� $180.00 and as_ strative fees): Phone:(:5C.3) (4 7 ct - f s17 Fax:( ) -......--^ State surc a(12%of permit fee): $21.60 CCB lie.:l c 3,..„2 Cf► C l(`(C6 r otal fee due upon application: $201.60 1111 his permit application expires if a permit is not obtained Authorized signature: '>t= iiL 1Z� ...1: 0 within 180 days after it has been accepted as complete. *Fee methodology set by Tri-County Building Industry Print name:,5 }-Ql,'v� , 5 14 pi)�rks.•i) Date: kS-/(zJ Service Board. I:\Building\Permits\BUP-RESPermitApp.doc 02/24/2011 440-4613T(11/02/COM/WEB) Ammin Building Permit Application Checklist One- and Two-Family Dwelling FOR OFFICE I SI 0\1.l City of Tigard Received INDate/By:ivPermit No.: _ 13125 SW Hall Blvd.,Tigard,OR 97223 Associated permits: Phone: 503.718.2439 Fax: 503.598.1960 TIGARD 24-Hour Inspection Line: 503.639.4175 ❑ Electrical ❑ Plumbing ❑ Mechanical Internet: www.tigard-or.gov ❑ Other: THE FOLLOWING ITEMS ARE REQUIRED FOR PLAN REVIEW les 10 yi-' 1 Land use actions completed. See jurisdiction criteria for concurrent reviews. 0 ■ A 2 Zoning. Flood plain,solar balance points,seismic soils designation,historic district,etc. 0 0 t/ 3 Verification of approved plat/lot. 0 III 4 Fire district approval required. Name of district: • 0 • 5 Septic system permit or authorization for remodel. Existing system capacity . 11 ❑ 6 Sewer permit. 7 Water district approval. 8 Soils report. Must carry original applicable stamp and signature on file or with application. 0 0 9 Erosion control 0 plan 0 permit required. Include drainage-way protection,silt fence design and location of catch- 0 El 0 basin protection,etc. 10 3 Complete sets of legible plans. Must be drawn to scale,showing conformance to applicable local and state Ei 0 0 building codes. Lateral design details and connections must be incorporated into the plans or on a separate full-size sheet attached to the plans with cross references between plan location and details. Plan review cannot be completed if copyright violations exist. 11 Site/plot plan drawn to scale. The plan must show lot and building setback dimensions;property corner elevations(if 0 0 there is more than a 4-ft.elevation differential,plan must show contour lines at 2-ft.intervals);location of easements and driveway;footprint of structure(including decks);location of wells/septic systems;utility locations;direction indicator;lot area;building coverage area;percentage of coverage;impervious area;existing structures on site;and surface drainage. 12 Foundation plan. Show dimensions,anchor bolts,any hold-downs and reinforcing pads,connection details,vent size El 0 ❑ and location. 13 Floor plans. Show all dimensions,room identification,window size,location of smoke detectors,water heater, Ii 0 ❑ _ furnace,ventilation fans,plumbing fixtures,balconies and decks 30 inches above grade,etc. 14 Cross section(s)and details. Show all framing-member sizes and spacing such as floor beams,headers,joists,sub- [i 0 0 floor,wall construction,roof construction. More than one cross section may be required to clearly portray construction. Show details of all wall and roof sheathing,roofing,roof slope,ceiling height,siding material,footings and foundation,stairs,fireplace construction,thermal insulation,etc. 15 Elevation views. Provide elevations for new construction;minimum of two elevations for additions and remodels. ® 0 0 Exterior elevations must reflect the actual grade if the change in grade is greater than four foot at building envelope. Full-size sheet addendums showing foundation elevations with cross references are acceptable. 16 Wall bracing(prescriptive path)and/or lateral analysis plans. Must indicate details and locations;for non- M 0 0 prescriptive path analysis provide specifications and calculations to engineering standards. 17 Floor/roof framing. Provide plans for all floors/roof assemblies,indicating member sizing,spacing,and bearing ti 0 ❑ locations. Show attic ventilation. 18 Basement and retaining walls. Provide cross sections and details showing placement of rebar. For engineered 0 0 systems,see item 22,"Engineer's calculations." 19 Beam calculations. Provide two sets of calculations using current code design values for all beams and multiple joists it 0 0 over 10 feet long and/or any beam/joist carrying a non-uniform load. 20 Manufactured floor/roof truss design details. tgi 0 pr _ 21 Energy Code compliance. Identify the prescriptive path or provide calculations. A gas-piping schematic is required 0 0 for four or more appliances. 22 Engineer's calculations. When required or provided,(i.e.,shear wall,roof truss)shall be stamped by an engineer or 0 0 architect licensed in Ore on and shall be shown to be a licable to the ro'ect under review. 23 Three(3)site plans are required for Item 11 above. Site plans must be 8-1/2"x 11"or 11"x 17". 24 Two(2)sets each are required for Items 16, 19,20 and 22 above. O. 0 25 Building plans shall not contain red lines or tape-ons. "Mirrored"building plans will not be accepted. 0 a 0 26 "Reversed"building plans must meet criteria outlined in the Permit&System Development Fees document. 0El 27 "Drawn to scale"indicates standard architect or engineer scale. ► 0 0 28 Site plan to include tree size,type and location per approved project street tree plan(if applicable),and City of Tigard 'lj•'$1 0 [$ Street Tree List. 29 Site plan to include trees and tree protection measures as required by conditions of approval. Tree locations,driplines, 0 0 El and protection measures must be drawn to scale and must include the project arborist's signature of approval. 30 A Clean Water Services'Sensitive Area Pre-Screening Site Assessment form is required for all building additions, 0 0 I, including decks,patio covers(over non-impervious surface)and accessory structures to existing residential dwellings on a lot of record approved prior to September 9, 1995. I:\Building\Permits\BUP-RESPennitApp.doc 02/24/2011 440-4613T(11/02/COM/WEB) Branden Taggart From: Branden Taggart Sent: Monday, August 06, 2018 11:30 AM To: 'michael@renovateincorporated.com' Cc: #Building Permit Technicians Subject: RE: Permit for Dee McCauley: MST2018-00143; 15980 SW Brentwood Ct. Attachments: Branden Taggart2.vcf; Req PermitAction_092314.pdf Hi Michael, We noticed that your permit for Dee McCauley was a slight variation to a previous permit, submitted by a different contractor in 2017 (Permit number: MST2017-00329). We would appreciate it if you can have the homeowner complete the above Request for Permit Action form to void the original permit from 2017, prior to picking up your permit. Please let me know if you have any questions. Thank you, Branden Taggart 14w City of Tigard Senior Permit Technician Community Development ISR. 13125 SW Hall Blvd Tigard,OR 97223 (503)718-2449 bra ndent@tig.ard-o r.gov From: Branden Taggart Sent: Friday, May 18, 2018 12:49 PM To: 'michael@renovateincorporated.com'<michael@renovateincorporated.com> Cc:#Building Permit Technicians<TigardBuildingPermits@tigard-or.gov> Subject: Permit for Dee McCauley: MST2018-00143; 15980 SW Brentwood Ct. Hello Michael, We have created the garage addition permit for Dee McCauley. The balance due for plan review is$366.70, and you can pay this fee online through our website: https://aca.accela.com/tigard/. From there, click on the Building tab, enter the permit number in the Record Number field (MST2018-00143), and click Search. Once you pay online, please notify us at TigardBuildingPermits@tigard-or.gov and we will begin plan review. If you have any questions about this process, please let me know. Thank you, 1 Brandan Taggart .1 City of Tigard Senior Permit Technician Community Development TICARD 13125 SW Hall Blvd Tigard,OR 97223 (503)718-2449 brandent@tigard-or.gov DISCLAIMER: E-mails sent or received by City of Tigard employees are subject to public record laws. If requested, e-mail may be disclosed to another party unless exempt from disclosure under Oregon Public Records Law. E-mails are retained by the City of Tigard in compliance with the Oregon Administrative Rules "City General Records Retention Schedule." 2 Building Permit Submittal Original Submittal Date: yl;-).1 1 7 Site Plans: # ift//rg Building Plans: # 3 Building Permit#: Zi--Enter building��permit��#above. Workflow Routing: [ 1lanning [ Engineering ermit Coordinator a ding Workflow Sign-off: I'']'Sign-off for Planning(include notes from planning review) Route Application Documents: [ `ngineering: (1) copy of permit application, (1) site plan, (1) building plan and orinal plan review routing form. LTBuilding: original permit application,site plans,building plans,engineer and beam calculations and trust details,if applicable, etc. Notes: By Permit Technician: rr7 i,o-^- ^' /7, — Date: )1 /` 7 Engineering Review LTJ' S pe building pad: ditiatons Met prior to issuance of building permit l�Y sements (encroachments)per engineering conditions of approval and plat Water Quality/Quantity Facility: Assess Water Quality Fee in-lieu: ❑ Yes ❑ No Assess Water Quantity Fee in-lieu: ❑ Yes ❑ No LIDA Facility on lot: ❑ Yes ❑ No ❑ NOT Approved by Engineering: Date: Notes: Approved by Engineering: 7. ) Date: e?S/7 Revisions (after Building Submittal only) Reviewer Date Revision 1: ❑ Approved ❑ Not Approved Revision 2: ❑ Approved ❑ Not Approved Revision 3: ❑ 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: Revision Notice 3: Date Sent to Applicant: (‘ DC Fees Entered: Wash Co Trans Dev Tax: ❑ Yes !"2° /A Tigard Trans SDC: ❑ Yes OP /A Parks SDC: ❑ Yes /" /A LIDA ❑ Yes 7_9N/A OK to Issue Permit(le #2,1)1 Approved by Permit Coordinator: Date: q" I:\Building\Forms\BldgPennitRvw_RES_061417.docx 11* Clean Water Services File Number ICT 2 4 ?(H( uean„at\ er ot10 ,2 AT , a 3 Sensiti e Area Pre-Screening Site Assessment 1. By jurisciictioIiflTciard Orejon • 2. Property Information(example 16234A801400) 3. Owner Information Tax lot ID(s): 25111Cu-curroo Summerfield No.9.Lot doe Name: IvieDettleY,Deem&Politer,Richard W %Close,Lita Estate Company: Address: 1598°SW Brentwood CC DE Site Address: City,State,Zip: Tigard,OR 97224 City,State,Zip: Phone/Fax: 6(M'371-9188 Nearest Cross Street: justbyaccidenw)live.com 4. Development Activity(check all that apply) 5. Applicant information D Addition to Single Family Residence(rooms,deck,garage) Name: McCauley,Dee M&Parker,Richard W-%Close,Life Estate. U Lot Line Adjustment 13 Minor Land Partition Company: a Residential Condominium 3 Commercial Condominium Address: 15980 SW Brentwood et 3 Residential Subdivision a Commercial Subdivision • 3 Single Lot Commercial 3 Multi Lot Commercial City,State,Zip: 119ard,OR 97224 Other Townhouse,Zero Lot Line Phone/Fax: 503'477-918h 5 /00*, *re ;rir:741 E-Mail: jUstbyaccidentelive.COM 8„.Will the project involve any off-site work'? La Yes LI No ij Unknown Location and description of off-site work 7. Additional comments or information that may be needed to understand your project Sea attached"e plan This application does NOT replace Grading and Erosion Control Permits,Conue0t1On Permits,Building Permits,Site Development Permits, DEO 1200-C Permit or other permits as issued by the Department of Environmental Quality,Department of State Lands and/or Department of the Army COE, All required permits and approvals must be obtained and completed under applicable local,state,and federal law. By signing this farm,the Owner or Owners authorized agent or representative,acknowledges and agrees that employees of Clean Water Services have authority to enter the project site at all reasonable times for the purpose of Inspecting project site conditions and gathering inlormatton related to the project sits, I certify that I am familiar with the information contained in this document and to the best of my knowledge and belief,this information Is Lute,complete,and accurate. Print/Type Nam Daa mocatev Print/Type Title Co.Owner Signature ii Date 10124t2017, FOR DISTRICT USE ONLY Sensitive areas potent ally exist on site or within 200'of the site. THE APPLICANT MUST PERFORM A SITE ASSESSMENT PRIOR TO ISSUANCE OF A SERVICE PROVIDER LETTER. If Sensitive Areas exist on the site or within 200 feet on adjacent properties,a Natural Resources Assessment Report may also be required. Ej Based on review of the submitted materials and best available information Sensitive areas do not appear to exist on site or within 200'of the site,This Sensitive Area Pre-Screening Site Assessment does NOT eliminate the need to evaluate and protect waler quality sensitive areas if they are subsequently discovered.This document will serve as your Service Provider letter as required by Resolution and Order 17-05, Section 3.02,1, All required permits and approvals must be obtained and completed under applicable local,State,and federal law. • Based on review of the submitted materials and best available information the above referenced project will not significantly Impact the existing or potentially • sensitive area(s)found near the site.This Sensitive Area Pm-Screening Site Assessment does NOT eliminate the need to evaluate and protect additional water quality sensitive areas If they are subsequently discovered.This document will serve as your Service Provider letter as required by Resolution and Order 17-05,Section 3.02.1. Ali required permits and approvals must be obtained and completed under applicable local,state and federal law. f This Service Provider Letter is not valid unless CWS approved site plan(s)are attached. TIItI proposed activity-does not meddle definition of development or the lot was platted alter 9/9/95 ORS 92.040(2). NO SITE ASSESSMENT OR SERVICE PROVIDER LETTER IS REQUIRED. • . Reviewed by Date Once complete,email to: $PLReview@deanwaterservices.org • Fax:(503)681.4439 OR mail to: SPL Review, Clean Water Services,2550 SW Hillsboro Highway, Hillsboro,Oregon 97123 Revlaed er2017 • Job Truss Truss Type Qty Ply OLT Services K3791449 B1703456 601 GABLE 2 1 Job Reference(optional) probuild, beaverton or 7.640 s Aug 16 2017 MiTek Industries,Inc. Thu Oct 12 08:34:23 2017 Page 1 ID:S9Pjd2U WX?m_vNuM14k7G4yUXbg-Mx90JaXCCKxZsTmYgh?bKtMyPg7Zagmgu8jURKyUC_E 11-0-1 4-7-12 1 9-3-8 16-2-12 161101.6 1-0-3 4-7-12 4-7-12 6-11-4 0-7-10 7 Scale=1:72.6 6 6x6 i 5 1 5x6 i ,/ 4 .. 3x6 I I 8x8•i �i d 0 8.00 12 N 3�� I 3x4�i m 1 2 �.,y � :,..: 11 10 98 3x8= 1 4-7-12 I 9-3-8 I 4-7-12 4-7-12 Plate Offsets(X.Y)-- [2:0-1-12.0-1-8],[4:0-3-0.0-3-0].[9:0-2-0.0-1-5] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.34 Vert(LL) -0.01 10-11 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.11 Vert(CT) -0.03 10-11 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.20 Horz(CT) -0.01 6 n/a n/a BCLL 0.0 * Code IBC2015/TP12014e BCDL 10.0 (Matrix) Weight:130 lb FT=10% LUMBER- BRACING- TOP CHORD 2x10 DF SS*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 1-3:2x4 DF No.1&Btr G end verticals. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G*Except* MiTek recommends that Stabilizers and required cross bracing 4-9:2x4 DF No.1&Btr G be installed during truss erection,in accordance with Stabilizer OTHERS 2x4 DF Std G Installation guide. REACTIONS. (lb/size) 9=665/Mechanical,11=419/0-5-8,6=244/0-5-8 Max Horz 11=338(LC 7) Max Upliift9=-292(LC 10),6=-146(LC 10) Max Gray 9=698(LC 18),11=419(LC 1),6=244(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-346/26,3-4=-314/14,4-9=-657/314,2-11=-382/0 BOT CHORD 10-11=-326/203 WEBS 3-10=-268/164,2-10=-28/279,4-10=193/409 NOTES- 1)Wind:ASCE 7-10;Vutt=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)automatic zone and C-C Comer(3)-1-0-3 to 1-11-13,Exterior(2)1-11-13 to 16-10-6 zone;cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard IndustrygINEo PRGable End Details as applicable,or consult quarlfied building designer as per ANSI/TPI 1.3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 9200 P E 1 5)All plates are 2x4 MT20 unless otherwise indicated. 6)Gable studsspaced at 2-0-0 7)This trusshas been designedfor fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. _ 8)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will -AM fit between the bottom chord and any other members. • 9)A plate rating reduction of 20%has been applied for the green lumber members. - OREGON Ix �!(/ 10)Refer to girder(s)for truss to truss connections. <04 1� 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 292 lb uplift at joint 9 and 146 lb uplift at Y 4+2 �Q*T joint6. MFRR11-k 12)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)6. 13)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. EXPIRES: 12/31/2017 October 12,2017 it , A WARNING-Verify deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. MK 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/TPN Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply OLT Services K3791448 B1703456 A02 Piggyback Base 10 1 Job Reference(optional) probuild, beaverton or 7.640 s Aug 16 2017 MiTek Industries,Inc. Thu Oct 12 08:34:22 2017 Page 2 ID:S9Pjd2UWX?m_vNuM14k7G4yUXbg-ulbe6EWaS1 piEJBL6_UMofpe3Hkhrl8WgU_wvuyUC_F 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Ill 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 ANSIITPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Oty Ply OLT Services K3791448 B1703456 A02 Piggyback Base 10 1 Job Reference(optional) probuild, beaverton or 7.640 s Aug 16 2017 MiTek Industries,Inc. Thu Oct 12 08:34:22 2017 Page 1 ID:S9Pjd2UWX?m_vNuM14k7G4yUXbg-ulbe6EWaS1 piEJBL6_UMofpe3Hkhr18WgU_wvuyUC_F I 7-2-10 7-4010 12-6-6 I 17-8-1 17-1p-1 23-10-1 I 30-0-0 I 7-2-10 0--0 5-1-11 5-1-11 04-0 6-0-0 6-2-0 5x12 MT18H\\ Scale=1:67.9 6.0012 2x4 II 5x8 2 16 3 17 18_; 8.00 12 IN 53x4 iUIIi 22 d 4x6�. 6 M 14 23 13 12 24 11 25 10 26 9 87 3x4 13x6 = 3x6 3x8 = 3x4= 3x6= 3x4 I I I 7-2-10 7-44-110 12-6-6 17-8-1 17- 1 23-10-1 I 30-0-0 I 7-2-10 0-2-0 5-1-11 5-1-11 0-2-0 8-0-0 6-2-0 Plate Offsets(X.Y)-- [1:0-3-0,0-1-12],[2:0-3-9,Edge],[4:0-2-12,0-2-4].[5:0-1-12.0-1-8].[6;0-2-12.0-2-01[8:0-1-8,0-1-51[9:0-2-12.0-1-81[11:0-2-8.0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.96 Vert(LL) -0.05 13-14 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.28 Vert(CT) -0.17 13-14 >999 180 MT18H 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.55 Horz(CT) 0.03 8 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 BCDL 10.0 (Matrix-M) Weight:216 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied, except end verticals,and BOT CHORD 2x4 DF No.1&Btr G 2-0-0 oc purlins(5-10-1 max.):2-4. WEBS 2x4 DF No.1&Btr G*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 5-9,1-13,6-8,6-9,5-10:2x4 DF Std G WEBS 1 Row at midpt 3-11,4-11,1-14,2-13,5-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 14=1240/0-5-8,8=1247/Mechanical Max Horz 14=-253(LC 8) Max Uplift 14=-125(LC 12),8=-121(LC 13) Max Gray 14=1462(LC 30),8=1670(LC 30) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-937/234,2-15=-1088/282,15-16=-1088/282,16-17=-1088/282,3-17=-1088/282, 3-18=-1088/282,18-19=-1088/282,4-19=1088/282,4-20=-1153/274,5-20=-1373/249, 5-21=-1206/202,21-22=-1245/200,6-22=1598/186,1-14=-1396/233,6-8=-1604/186 BOT CHORD 12-13=-140/773,12-24=-140/773,11-24=140/773,11-25=-53/972,10-25=-53/972, 10-26=-81/1194,9-26=-81/1194 WEBS 2-11=-112/686,3-11=-742/151,4-11=-242/256,5-9=-399/105,1-13=-88/1082, 6-9=-70/1239,2-13-632/153,4-10-33/475,5-10=-361/162 1) Rores �E P Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS 5'`( GiiN r-- 611 (envelope)automatic zone and C-C Exterior(2)0-1-13 to 11-4-13,Interior(1)11-4-13 to 13-6-12,Exterior(2)13-6-12 to 17-9-10, ,S?N• !G FR 02 Interior(1)22-0-9 to 26-8-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces& L4 .9 MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 1 " 89200 P E C-- 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. -4411111,0101.11111 0 - we 5)All plates are MT20 plates unless otherwise indicated. ° 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. -9G "�A_OREGON <(/ 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ,�D' fit between the bottom chord and any other members,with BCDL=10.0psf. /Q 'Q Y 14,2•13 +8)A plate rating reduction of 20%has been applied for the green lumber members. ME RP' 9)Refer to girder(s)for truss to truss connections. R(� L 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 125 lb uplift at joint 14 and 121 lb uplift at joint 8. 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. EXPIRES: 12/31/2017 12))Graphi g l ppurlilin, , representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. October 22��7 t Ad 2r A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not M '° 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 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply OLT Services K3791447 81703456 A01 GABLE 2 1 Job Reference(optional) probuild, beaverton or 7.640 s Aug 16 2017 MiTek Industries,Inc. Thu Oct 12 08:34:21 2017 Page 2 ID:S9Pjd2U WX?m_vNuM14k7G4yUXbg-QZ1 GuuWyhjhsd9c9YHz7FSGTJtOS6ruNRgENMSyUC_G NOTES- 13)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 125 lb uplift at joint 14 and 121 lb uplift at joint 8. 14)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 15)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. t i A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 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 ANSIITPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply OLT Services K3791447 81703456 A01 GABLE 2 1 Job Reference(optional) probuild, beaverton or 7.640 s Aug 16 2017 MiTek Industries,Inc. Thu Oct 12 08:34:21 2017 Page 1 ID:S9Pjd2U WX?m_vNuM14k7G4yUXbg-QZ1 GuuWyhjhsd9c9YHz7FSGTJtOS6ruNRgENMSyUC_G I 7-2-10 7-4110 12-6-6 I 17-8-1 17-1 -1 23-10-1 I 30-0-0 I 7-2-10 0-2-0 5-1-11 5-1-11 0-2-0 6-0-0 6-2-0 5x12 MT18H \\ Scale=1:67.4 6.00 12 5x8 2 _ 54 3 55 5. � _ - - 8.00�12 5x6 i 58 1 " 3x4�� iI1ILI1LII1i " 5 r 6 li /�l 14 61 13 12 62 11 63 10 64 9 87 3x4 I I 3x6 = 3x6 3x8= 3x4= 3x8= 3x8= I 7-2-10 7-4t10 12-6-6 I 17-8-1 17-lp-1 23-10-1 I 30-0-0 I 7-2-10 0--0 5-1-11 5-1-11 0-2-0 6-0-0 6-2-0 Plate Offsets(X.Y)-- [1:0-3-0.0-1-12].[2:0-3-9.Edge].[4:0-2-12.0-2-4].[5:0-1-12.0-1-8],[8:0-3-12.0-1-8].[9:0-2-12.0-1-8].[11:0-2-8.0-1-8].[16:0-0-12.0-0-9],L52:0-1-14.0-1-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ltd PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.96 Vert(LL) -0.05 13-14 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.28 Vert(CT) -0.17 13-14 >999 180 MT18H 220/195 TCDL 7.0 Rep Stress lncr YES WB 0.55 Horz(CT) 0.03 8 n/a n/a BCLL 0.0 BCDL 10.0 . Code IBC2015/TP12014 (Matrix-M) Weight:379 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied, except end verticals,and BOT CHORD 2x4 DF No.1&Btr G 2-0-0 oc purlins(5-10-1 max.):2-4. WEBS 2x4 DF No.1&Btr G*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 5-9,1-13,6-8,6-9,5-10:2x4 DF Std G WEBS 1 Row at midpt 3-11,4-11,1-14,2-13,5-10 OTHERS 2x4 DF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 14=1240/0-5-8,8=1247/Mechanical Max Horz 14=-253(LC 8) Max Upliftl4=-125(LC 12),8=-121(LC 13) Max Gray 14=1462(LC 30),8=1670(LC 30) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-937/234,2-53=-1088/282,53-54=-1088/282,54-55=-1088/282,3-55=-1088/282, 3-56=-1088/282,56-57=-1088/282,4-57=-1088/282,4-58=-1153/274,5-58=-1373/249, 5-59=-1206/202,59-60=-1245/200,6-60=-1598/186,1-14=-1396/233,6-8=-1604/186 BOT CHORD 12-13=-140/773,12-62=-140/773,11-62=-140/773,11-63=-53/972,10-63=-53/972, 10-64=-81/1194,9-64=-81/1194 WEBS 2-11=-112/686,3-11=-742/151,4-11=-242/256,5-9=-399/105,1-13=-88/1082, 6-9=70/1239,2-13=632/153,4-10=33/475,5-10=-361/162 Wind:NOTES- ,qo OFen 1) ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS c„<(' q PN,-- °-(9/,-. (envelope)automatic zone and C-C Exterior(2)0-1-13 to 11-4-13,Interior(1)11-4-13 to 13-6-12,Exterior(2)13-6-12 to 17-9-10, �� N FR 2 Interior(1)22-0-9 to 26-8-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces& CV .9 MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 Q 89200 P E c' 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. --i 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 • 4)Unbalanced snow loads have been considered for this design. _ Q SC � 5)Provide adequate drainage to prevent water ponding. -y7 OREGON '(/ 6)All plates are MT20 plates unless otherwise indicated. 4- A_ tx A, 7)All plates are 2x4 MT20 unless otherwise indicated. Q - 1 4,2.6\�P± 8)Gable studs spaced at 2-0-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. FR R I LA- 10)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 11)A plate rating reduction of 20%has been applied for the green lumber members. EXPIRES: 12/31/2017 12) e Refer to nird e(s)for truss to truss connections. October 12,2017 I I mem A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not1111. 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,D5B-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 OFFICE COPY MiTek° MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: B1703456 OLT Services The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by ProBuild West-Beaverton,OR. Pages or sheets covered by this seal: K3791447 thru K3791452 My license renewal date for the state of Oregon is December 31,2017. <�Q'EPROfFs6' c„,<<"". (c- NG /49 2 Qf 89200PE 9r 2i OREGON �lv� /O :9Y 14 2-° Q'\' MFR R I L�- October 12,2017 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. Job Truss Truss Type Qty Ply OLT Services K3791450 B1703456 B02 Monopitch 10 1 Job Reference(optional) probuild, beaverton or 7.640 s Aug 16 2017 MiTek Industries,Inc. Thu Oct 12 08:34:24 2017 Page 1 ID:S9Pjd2U WX?m_vNuM 14k7G4yUXbg-q8jOWwYgze3QUdLkDP Wgt4uzT4ToJH_p7oT1 znyUC_D 11-0-3 4-7-12 I 9-3-8 I 16-2-12 1611 Qr6 1-0-3 4-7-12 4-7-12 6-11-4 0-7-10 7 Scale=1:72.6 6 TF, 6x6"i .. ]� 5 5x6 i 1/ F � 4 i 0 b 8x8 600 12 N 3 Vii/ 3x4.i12 2 rn 1 a 11 10 98 2x4 I I 3x8= 2x4 I I 1 4-7-12 I 9-3-8 I 4-7-12 4-7-12 Plate Offsets(X.Y)-- [2:0-1-12.0-1-8].[4:0-3-0.0-3-0].19:0-2-0.0-1-5] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.96 Vert(LL) -0.01 10-11 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.11 Vert(CT) -0.03 10-11 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.21 Horz(CT) -0.01 6 n/a n/a BCLL 0.0 * Code IBC2015/TP120140 BCDL 10.0 (Matrix) Weight:111 lb FT=10% LUMBER- BRACING- TOP CHORD 2x10 DF SS*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 1-3:2x4 DF No.1&Btr G end verticals. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9=662/Mechanical,11=420/0-5-8,6=245/0-5-8 Max Horz 11=338(LC 7) Max Uplift9=-291(LC 10),6=-146(LC 10) Max Gray 9=695(LC 18),11=420(LC 1),6=245(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-12=-347/12,3-12=291/25,3-4=-316/13,4-9=-655/313,2-11=-383/0 BOT CHORD 10-11=-326/203 WEBS 3-10=-270/165,2-10=-27/280,4-10=-194/411 NOTES- 1)Wind:ASCE 7-10;Vutt=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)automatic zone and C-C Exterior(2)-1-0-3 to 1-11-13,Interior(1)1-11-13 to 16-10-6 zone;cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 �R P R OFFS 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs E non-concurrent with other live loads. '< is 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,\� c . NEsq / , 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lL, fit between the bottom chord and any other members. CC :9200P �r' 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Refer to girder(s)for truss to truss connections. Air j� - 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 291 lb uplift at joint 9 and 146 lb uplift at �� joint 6. 0 A. 9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)6. y OREGON 1C7 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. L 2j Ix .� L. p' 14,2-C>)‘ P} MRR10- EXPIRES: 12/31/2017 October 12,2017 t r A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not « a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 1v1iTekF 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 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply OLT Services K3791451 B1703456 CAP1 GABLE 2 1 Job Reference(optional) probuild, beaverton or 7.640 s Aug 16 2017 MiTek Industries,Inc. Thu Oct 12 08:34:24 2017 Page 1 ID:S9Pjd2U WX?m_vNuM14k7G4yUXbg-g8jOWwYgze3QUdLkDPWgt4u8_4QWJ Kdp7oT1 znyUC_D 5-10-1 l 10-2-7 5-10-1 4-4-6 4x4% Scale=1:20.4 2 6.0012 9 2x4 I I 8.00 112 10 2x4 I I 3 1 0 o e q N 1N Iwo O O 6 5 4 3x62x4 II 2x4 II 2x4 II 3x4= 5-10-1 10-2-7 5-10-1 4-4-6 Plate Offsets(X.Y)-- [1:0-5-9.Edge].[2:0-2-4.0-2-0].[3:0-0-1.0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) n/a - n/a 999 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.26 Vert(CT) n/a - n/a 999 TCDL 7.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 3 n/a n/a BCLL 0.0 * BCDL 10.0 Code IBC2015/TP12014 (Matrix) Weight:37 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 DF Std G be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 10-2-7. (Ib)- Max Horz 1=63(LC 9) Max Uplift All uplift 100 lb or less at joint(s)1,3,5,6,4 Max Gray All reactions 250 lb or less at joint(s)1,3,5,6,4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)automatic zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)Gable requires continuous bottom chord bearing. °3 P R or 6)Gable studs spaced at 2-0-0 oc. Q+ LC 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. C.. NG [�EF sO 8) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ,N-' r9 2 fit between the bottom chord and any other members. -y7 9)A plate rating reduction of 20%has been applied for the green lumber members. t•C' 89200 P E. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,3,5,6,4. 11)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. • 91-.;)''.74//' ,,_0" ON�ts to O ° ' 142 P} MFR R I L\-Q' EXPIRES: 12/31/2017 October 12,2017 I r A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not 'A 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 ANSUTPII Quality Criteria,DSB.89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply OLT Services K3791452 B1703456 CAP2 Piggyback 10 1 Job Reference(optional) probuild, beaverton or 7.640 s Aug 16 2017 MiTek Industries,Inc. Thu Oct 12 08:3425 2017 Page 1 ID:S9Pjd2U WX?m_vNuM14k7G4yUXbg-IKGmkGZSkyBH5nwwn623QIRJJUnM2nszMSCbVDyUC_C 5-10-1 I 10-2-7 5-10-1 4-4-6 Scale=1:21.3 4x4 2 6.00 11p 5 111 8.00 112 6 3 1 1_ a d - S 1'41 la 3x6 2x4 I 3x4 5-10-1 I 10-2-7 I 5-10-1 4-4-6 Plate Offsets(X.Y)— [2:0-2-4.0-2-01.13:0-1-7.Edge[ LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.32 Vert(LL) n/a - n/a 999 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.22 Vert(CT) n/a - n/a 999 TCDL 7.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 3 n/a n/a BCLL 0.0 * Code IBC2015/TPI2014 (Matrix) Weight:33 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=225/10-2-7,3=177/10-2-7,4=417/10-2-7 Max Horz 1=63(LC 9) Max Upliift1=-37(LC 12),3=-38(LC 13),4=-13(LC 12) Max Gray 1=225(LC 18),3=181(LC 19),4=417(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)automatic zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will � P R OFFS fit between the bottom chord and any other members. _co 7)A plate rating reduction of 20%has been applied for the green lumber members. c-\f(1‘1-. ' G E rr/ 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,3,4. �N I N F9 O2 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LC- 89200PE 7 OREGON �(V, 14,2.°'‘ MFR R I LA- Q'P EXPIRES: 12/31/2017 October 12,2017 t , WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MO-7473 rev.10Po3/2015 BEFORE USE. Nut 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 ANSITI PI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4" Center plate on joint unless x,y I I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 (Drawings not to scale) Damage or Personal Injury offsets are indicated. g � ry raillDimensions are in ft-in-sixteenths. 11114‘. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For O'01fi r4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I Millinff pU bracing should be considered. O 3. stack Never exceedmaterials theon designinadequately loadingbraced trusses.showand never Imjitor n U a p 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C-8 O5- designer,erection supervisor,property owner and plates 0 ',�'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint INIMI required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber P q shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR 2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions 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 ,1111° Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. ��,p 18.Use of green or treated lumber may pose unacceptable ® environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TP11: National Design Specification for Metal 19.Review all portions of this design(front,back,awl ords Plate Connected Wood Truss Construction.DSand pictures)before use.Reviewing pictures one is not sufficient. BCSI: Design Standard for Bracing. IIIR iT�k� BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 page Project:townhouse loft 1P, *Greg Larson Location: RoofBeamFB1 805 4'" Salem,berty Street NE#4 ,OR 97301 F of [2015 International Building Code(2012 NDS)] +`+r 5.5 IN x 27.0 IN x 22.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.9 8/10/2017 9:57:02 AM Section Adequate By: 111.2% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.19 IN 01389 Dead Load 0.17 in Total Load 0.36 IN U742 Live Load Deflection Criteria:0120 Total Load Deflection Criteria:U120 REACTIONS A Live Load 6441 lb 6441 lb Dead Load 5618 lb 5618 lb Total Load 12059 lb 12059 lb Bearing Length 3.37 in 3.37 in BEAM DATA Span Length 22 ft Unbraced Length-Top 0 ft 22ft --- Unbraced Length-Bottom 0 ft Roof Pitch 8 :12 Roof Duration Factor 1.15 ROOF LOADING MATERIAL PROPERTIES Side One: 24F-V4-Visually Graded Western Species Roof Live Load: LL= 25 psf Base Values Adiusted Roof Dead Load: DL= 17 psf Bending Stress: Fb= 2400 psi Controlled by: Tributary Width: TW= 16.8 ft Fb_cmpr= 1850 psi Fb'= 2515 psi Side Two: Cd=1.15 Cv=0.91 Roof Live Load: LL= 25 psf Shear Stress: Fv= 265 psi Fv'= 305 psi Roof Dead Load: DL= 17 psf Cd=1.15 Tributary Width: TW= 6.6 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp. L to Grain: Fc- = 650 psi Fc- = 650 psi Wall Load: WALL= 0 Controlling Moment: 66320 ft-lb plf 11.0 ft from left support SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Created by combining all dead and live loads. Adjusted Beam Length: Ladj= 22 ft Controlling Shear: -12058 lb Beam Self Weight: BSW= 32 plf At support. Beam Uniform Live Load: wL= 586 plf Created by combining all dead and live loads. Beam Uniform Dead Load: wD_adj= 511 plf Total Uniform Load: wT= 1096 plf Comparisons with required sections: Req'd Provided Section Modulus: 316.39 in3 668.25 in3 Area(Shear): 59.35 in2 148.5 in2 Moment of Inertia(deflection): 1458.8 in4 9021.38 in4 Moment: 66320 ft-lb 140075 ft-lb Shear: -12058 lb 30170 lb NOTES „ .____ ?4, ” „...„—,,....,..„„.. ....„. _ 1... ,....,,„ I 8 F--- -5 , , , 1 } , CM OF TIGARD Approved by Planning , Date: 6 /2-2- / Li t initials: /111 9 i t ii , 1 I /511,0 ' 15' Bpi/1 i 1 q A , 4 I ak I - , - 1 i 1 • 1 1 WU' Dope 4.1tose kivi- i tilvivi o Lei- uf,vs- Dan i 14b,755 , 14twiso No See-r "34045 i 0‘ , OE 14 0/8?iv k .4 V 441.1 5 1?5 , . — i _ 3,ex3et ZulteD)Rts. WILL.Ite- 317 -ruc.t. ySttit WA i.' . , Hi` V544.60 i33 5r T.I. * 1 kte‘i 301.71 y‘ 168,/ct , e3i1+KAG-E. IQ — S 1 t 1 -4. 1 1/ti citAis 1 C3 •N, rAl4gt\t! ZRIVE4/ ! 'IPPritc.E---c_ '144/i00 II ZE5 $,Q44\.;LE i: t 15c180 S,W. (al\i'fit.)00 Q 18.15 .. si Ilk WAT46z --n(k%1C), 9q, cr7v1- titet eg- 5o3-577-11 ea ,,w 610E, viALY- < 8.41 4 se r A [ swErezmwooc, QA. 3330 1, , st, L, i