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Home My WebLink AboutPermit Building 2019-10-28OREGON Web Address: www.springfield-or.9ov Building Permit Residential Structural Permit Number: 81 1-19-OO2145-STR IVR Number: 811009537212 City of Springfield Development and Public Works 225 Fifth Street Springfield, OR 97477 54L-726-3753 Email Address : permitcenter@springfield-or. gov SPRINGFIEI.D tb Permit Issued: October 28,2Ot9 TYPE OF WORK Category of Construction: Single Family Dwelling Calculated Job Value: $47,043.36 Description of Work: Addition - garage with bedroom Type of Work: Addition JOB SITE INFORMATION Worksite Address 410 36TH ST Springfield, OR 97478 Parcel 17023 1 1302900 Owner: Address: 410 36TH LLC 2450 BIRCH LN EUGENE, OR 97403 LICE NSED PROFESSIONAL INFORMATION Busaness Name OWNER - Primary License CCB License Number 000000 Phone PENDING INSPECTIONS Inspection 1999 Final Building 1260 Framing tO2O Zoning/Setbacks 1110 Footing 1120 Foundation 1410 Underfloor Insulation 1430 Insulation Wall 1440 Insulation Ceiling 1530 Exterior Shearwall Inspection Group Struct Res Struct Res Struct Res Struct Res Struct Res Struct Res Struct Res Struct Res Struct Res Inspection Status Pending Pending Pending Pending Pending Pending Pending Pending Pending SCHEDULING INSPECTIONS Various inspections are minimally required on each project and often dependent on the scope of work. Contact the issuing jurisdiction indicated on the permit to determine required inspections for this project. Schedule or track inspections at www. build ing permits.oregon. gov Call or text the word "schedule" to 1-888-299-2821 use IVR number: 811009537212 Permits expire if work is not started within 180 Days of issuance or if work is suspended for 180 Days or longer depending on the assuing agency's policy. All provisions of laws and ordinances governing this type of work will be complied wath whether specified herein or not. Granting of a permit does not presume to give authority to violate or cancel the provisions of any other state or local law regulating construction or the performance of construction. ATTENTION: Oregon law requires you to follow rules adopted by the Oregon Utility Notification Center. Those rules are set forth in OAR 952-OO1-OO10 through OAR 952-0O1-OO9O. You may obtain copies of the rules by calling the Center at (5O3) 232-L987. All persons or entities performing work under this permit are required to be licensed unless exempted by ORS 7O1.O1O (Structural/Mechanical), ORS 479.540 (Electrical), and ORS 693,O1O-O2O (Plumbing). Printed on: l1/28/f9 page 1 of 2 C:\myReports/reports//production/01 STANDARD Permit Number: a1 1-19-002145-STR Schedule using the Oregon ePermitting Inspection App, search "epermitting" in the app store Page 2 of 2 Fee Description Technology Fee Plan Review - Minor, City Fire SDC - New Res Construction Sq Ft fee - enter sq ftg Structural building permit fee Structural plan review fee State of Oregon Surcharge - Bldg (12olo of applicable fees) Quantity 1 572 Total Fees: Fee Amount $s8.96 $ 141.00 $34.32 $629.16 $408.9s $7s.s0 $ 1,347.89 Construction Type Printed on: LOl28lL9 Occupancy Type R-3 1&2family U Utility, misc. Unit Amount 260.00 312.00 Unit Unit Cost Sq Ft $t22.46 Sq Ft $48.73 Total Job Value: VB VB Job Value $31,839.60 $Ls,203.76 $47,043.36 C :\myReports/reports//prcduction/01 STAN DARDPage 2 of 2 PERMIT FEES VALUATIOT{ INFORMATION SPRINGFIELD tt OREGON www. spri ngfi eld-or. gov Worksite address: 410 36TH ST, Springfield, OR 97478 Parel: 1702311302900 Transaction Receipt 8{ { -1 9-002145-STR Receipt Number: 472822 Receipt Date: l0/28/19 City of Springfield Development and Public Works 225 Fifth Street Springfield, OR 97477 54L-726-3753 permitcenter@springfield-or. gov Fees Paid Transaction date 'tot28t19 10t28119 10t28t19 10t28t19 10t28119 Units 1.00 Ea 572.00 SqFt 100 Ea "t.00 Ea 1.00 Automatic Description Structural building permit fee Fire SDC - New Res Construction Sq Ft fee - enter sq ftg State of Oregon Surcharge - Bldg (12% of applicable fees) Plan Review - Minor, City Technology Fee Account code 224-00000-425602-1 030 1 00-00000-424005-1 09 1 821 -00000-2 1 5004-0000 1 00-00000-425002- 1 039 204-00000425605-0000 Fee amount $629.16 $34.32 $75.50 $'141.00 $58.96 Paid amount $582.33 $34.32 $75.50 $141.00 $58.96 Payment Method: Check number: 514 Payer: 410 36TH LLC Payment Amount:$892.1 1 Cashier: Katrina Anderson Receipt Total $892.1 I Printed: 10/28119 3:07 pm Page 1 of 1 Fl N_TransactionReceipt_pr [r-L r Ctry on SpRTNcFIELD, oREGoN Structural Permit Application ffi225 Fifth Street i Springfield, OR 97477 . PH(541\726-37 53 0 FAX(54 I )726-3689 This permit is issued under OAR 918-460-0030. Permits expire if work is not started within 180 days of suspended for 180 days. LOCAL GOVERNMENT APPROVAL This project has final land-use approval. Signature:Date: This project has DEQ approval. Signature:Date: Zoning approval verified: n Yes E No Property is within flood plain: f| Yes E No CATEGORY OF CONSTRUCTION ffiesidential ! Govemment I Commercial JOB SITE INFORMATION AND LOCATION Job site address: 4/ O \At" g/' Stateo (nP:7/4t Subdivision:Lot no.: Z7O O Reference Taxlot: PROPERW OWNER Name o I Address: 2 q.5D Rt rrch La City Eau eu e State:O R ztPl7#: Phone:o*7aa Fax: E-mail:*len fnen Co*tcc|'f . Building Owner o_.pOwner's agent authorizing this application: sign here: % t Effhis installation is being made on residential or farm property owned by mc or a membcr of my immcdiate family, and is excmpt from licensing requirements under ORS 701 .010. CONTRACTOR INSTALLATION Business narne: Address:9J State:ZIP: Phone:Fax: E-mail: \--l CCB license no.: Print name: Signature SUB.CONTRACTOR INFORMATION Name CC-B License #Phone Electrical Plumbing Mechanical 2'4 ? gvv f3 rrt ul\ I Nc' '- TU S fossges To B6 AnAtLt'D -StrHt> Dc"r ol E/a 5A- parY B Rtr N q r r) D-ytFe(LON< 5 tv ea 1y'oti6-L ?Lfft /: or if work is DEPARTMENT USE ONLY Permitno': [9-ooalqt5 Date: q tz{rQ FEE SCHEDULE 1. Valuation information (r.)(a) Job description Occupancy Construction type:qfo){< 563Square Cost per square foot Other infomation: - TypeofHeat: C E new flalteratiori addition Energy Path (b) Foundation-only permit? f] Yes E6ro $Total valuation: 2. Building fees (a) Permit fee (use valuation table):$ (b) Investigative fee (equal to [2a]):$ (c) Reinspection ($ per hour): (number ofhours x fee per hour)$ (d) Enter 12olo surcharge (.12 x[2a+2b+2c)):$ $(e) Subtotal of fees above (2a through 2d): 3. Plan review fees $(a) Plan review (65% x permit fee [2a]): (b) Fire and life safety (65% x permit fee [2a]):$ (c) Subtotal of fees above (3a and 3b):$ YS.?A 4. Miscellaneous fees $(a) Seismic fee, lo/o (.01 x permit fee [2a]): (b) Tech fee,5Vo (.05 x permit fee[2a]+PR fee [3c])$ $IOTAL fees and surcharges (2e+3c+4a+b): Last editcd 5-5-2019 BJoncs I N/VCity: -/-^lJ Property Owner Statement Regarding Construction Responsibilities Oregon Law requires residential construction permit applicants who are not licensed with the Construction Contractors Board to sign the following statement before a building permit can be issued. (ORS 701.325 (2ll This statement is required for residential building, electrical, mechanical, and plumbing permits. Licensed architect and engineer applicants, exempt from licensing under ORS 701.010 (7), need not submit this statement. This statement witl be filed with the permit. Please check the approPriate box: I own, reside in, or will reside in the completed structure and my general contractor is: Name CCB#Expiration Date I will inform my general contractor that all subcontractors who work on the structure must be licensed with the Construction Contractors Board. or I will be performing work on property I own, a residence that I reside in, or a residence that lwill reside in. lf I hire subcontractors, I will hire only subcontractors licensed with the Construction Contractors Board. lf I change my mind and hire a general contractor, I will select a contractor who is licensed with the CCB and will immediately give the name of the contractor to the office issuing this Building Permit. I have read and understand the lnformation Notice to Homeowners About Construction Responsibilities, and t hereby certify that the information on this homeowner statement is true and accurate. Drxs ilne.r,, Print Name of Permit APPlicant /a ^ zs-(z Signature of Permit APPlicant Date Permit #:Q-o Address:{to 3a t),_ sn lssued by Date L6 l1 This Copy for Permit Offices t(C-STR lnformation Notice to Owners About Construction ResPonsi bi I ities (oRS 701.325 (3)) CONSTRUCTION CONTRACTORS BOARD PO Box 14140, Salem, OR 9730$5052 Telephone: 503-378-4621 - Fax: 503-373-2007 Website Address: www.oreoon. oov/ccb generat contractors to construct a new home in existing structure, can prevent many problems the following resPonsibilities: Homeowners who use labor provided by workers not licensed by the Construction Contractors Board, may be considered an employer, and the workers who provide the labor may be considered employees. As an employer, you must comply with the following: oregon,s withholding Tax Law: Employers must withhold income taxes from employee wages at th-e time employ"".-.r" paid. You will be liable for the tax payments even if you don't actually withhold the tax from your employees. For more information, call the Department of Revenue at 503-378-4988. Unemployment lnsurance Tax: Employers are required to pay a tax for unemployment insurance purposes tn the wages of all employees. For more information, call the Oregon Employment Department at 503-947 -1 488. Oregon,s Business ldentification Number (BlN): is a combined number for both Oregon withiolding and Unemployment lnsurance Tax. To file for a BlN, go online to the oregon Business Registry. For questions, call 503-945-8091. Workers Compensation lnsurance: Employers are subjecl to the Oregon Workers Compensation Law, and must obtain Workers Compensation Insurance for their employees. lf you fail to obtain Workers Compensation lnsurance, you could be subject to penalties and be liable for all claim costs if one of your workers is injured on the job. For more information, call the Workers Compensation Division at tne Department of Consumer and Business Services at 800-452-0288. Tax Withholding: Employers must withhold Social Security Tax and Federal lncome Tax from employee *ageJ. you may be liable for the tax payment, even if you didn't actually withhold the tax. For a Federal EIN number, go online to www'irs'oov' Homeowners acting as their own or make a substantial improvement to bY being aware of a a a t I o a a a Other Responsibilities of Homeowners: code compliance: As the permit holder for a construction project, the homeowner is responsible for notifying building officials at the appropriate times, so that the required inspections can be performed. Homeowners are also responsible for resolving any failure to meet code requirements that may be found through inspections. property Damage and Liability lnsurance: Homeowners acting as their own contraclors should coniact iheir insurance agent to ensure adequate insurance coverage for accidents and omissions, such as falling tools, paint overspray, water damage from pipe punctures, fire, or work that must be redone. Liabil'rty lnsuiance must be sufficient to cover injuries to persons on the job site who are not otherwise covered as employees by Workers Compensation lnsurance' Expertise: Homeowners should make sure they have the skills to act as their own general contractor, and the expertise required to coordinate the work of both rough-in and finish trades. ,r--^^^4, a,.,-ar :r{anto.i a-?O16 This Copy for Permit SPRINGFI Transaction Receipt 81 1 -19-002145-STR Receipt Number: 472427 Receipt Date: 9/17l19 City of Springfield Development and Public Works 225 Fifth Street Springfield, OR97477 54t-726-3753 permitcenter@sprin gfield-or. gov tfr OREGON www. sp ri n g fi eld -or. gov Worksite address: 410 36TH ST, Springfield, OR 97478 Parcrl: 170231',l302900 Fees Paid Transaction date 9t17119 Units 1.00 Ea Description Structural plan review fee Account code 224-00000-425602-1 030 Fee amount $455.78 Paid amount $455.78 Payment Method Credit card authorization 0301 5c Payer: 4'10 36TH LLC Payment Amount:$455.78 Cashier: Katrina Anderson Receipt Total $455.78 Printed: 9/17l19 12:02 qrn Page 1 of 1 Fl N_TransactionReceipt_pr [.r-r. I 2 6o Ia6o =ao E G}ocG !l 3 ooEa 4 ooo6 cut 5 6 HIgh elrtclency walls Exterior walls-U-0.0451R-2I cavity insulation + R-5 continuous UpgradEd {ealurss Exterior walls-U-0,057/R-23 intermediate or R-2 I advanced, Framed fl oors-U-0.026/R-38, and \Yindows-U-0.28 (averagc UA) h* rFfUcf,tr.rf,.r Upgraded features Exterior rvalls-U-0.0551R-23 intermediate or R-21 advanced, Flat ceilingc-U-0.017/R-60, and Framed fl oors-U-O.026/R-38 Super lnsulatod Wlndorv.s and Aflio OR Framed Floors Windorvs-U-0.22 (friple Pane Low-e), and Flat ceiling'-U-0.0 lTlR-60 or Framed fl oors-U-0,026/R-3 8 Alr seallng home and ducts Marr_datory air sealing of all wall coverings at top plare and air sealing checklistf, and lr'lechanical wholc-building ventilation system with rates nreeqing MR03 or ASHRAB 62.2, and All ducts and air haudlers cqntained rvilhln building envclopeo or All ducts scaled with masticb High olflclency lherrnal onvelope UAs Proposed UA is 87o lower than the code UA oco og og tro dto6Eoo A High afflclency HVAC systenra Gas-fired furnace or boiler AFUE 94%, or Air source heat punrp HSPF 9.5/15.0 SEER cooling, or Ground source heat pump COP 3.5 or Energy Star iated B Ducted systems condltloned space All ducts and air handlers contained wi&in building Caunt be eonbirrcd with l{easurc 5 C Ductless hoal pump Ductless hcat pump HSPF 10.0 in primary zone of dwelling D High el,iclency water Natural Electric gos/prcpane water heater \vith UEF 0.85 OR heat pump rvater heoter Tier I Northern Clirnate Specification Product ENERGY EFFICIENCY TABLE NI101.1(2) ADDITIONAL MEASURES For SI: I square foot = 0.093 m2, I watt persquare foot = 10.8 \wmz, a' Appliances located withiI the building thermal envelope slrall have sealed combustion afu installed. Combustion air shall be ducted directly from the outdoors. b. AII ductjoints and searns sealed with liscd mastic; lapc is orrly allowcd at appliance or equipment connections (for service and replacement). Mect sealing criteria olPcrformance Tested Comfort Systenn program adrninistered by the Bonneville Power Administration @PA). c. Residential water heatem less than 55 gallon storogc volume. d. A total of 5 perccnt of an HVAC system's ductwork shall be permitted to be located outside of lhe conditioncd space, Ducts loc&ted oulside the conditioned space slnll havc insulation iostallcd as requlred Jn this code. e. l.hemaximunrvaultedceilingstrrface areashallnotbegrraterthan50percentofthetotalhealedspacefloorareaunlcssvaultedareahasaU-factornogreater than U-0.026. f. Continuous air barrier. Additionnl rcquirement for sealing of all interior vertical wall covering to top plate framiog. Sealing with foarn gasket, caulk or other approved sealant listed for sealing wall covering material to strucrurat naterial (example: gypsum board to wood stud framing). g. Tablo Nl I04.1(l) Standard base case design, Code UA shall be at least 8 percent less fran lhe Proposed UA. Buildings wlrh fenestration lcss (han l5 percent ofthe total vertical wall area rnay adjust thc Code UA to have 15 p€rcent of the wall area as f€nostration. 2017 OBEGON RESIDENTIAL SPECIALTY CODE 435 S,4 :!i MAP & TAXIOT: PERMIT #, lri ?a?t2 l4e - STrr-- Enter data into project log Check address on plans is correct Check to see if LDAP has been issued. LDAP Permit #i Read all comments from other work groups to see if anything needs to be considered during structural review. Check Setbacks on Site Plan Check RLID to make sure taxlot matches what is shown on drawings, that topography lines are on the plans and that owner info matches Check to see if lot is sloped o{@ lf sloped, will back deck meet setbacks lf a new home is being built at Mountaingate or River Heights, check the subdivision books to see if a Geo-Tech report is req. Check soils to determine whether or not a Geotechnical evaluation should be required lf property is on septic, check for proper setbacks from building to tank, distribution box, and leach field Make sure th.at property is not in Flood Hazard A affected property according to Mapspring (if it is we need 3 engineers surveys) No rs3uq! Check that everything required to be engineered has engineering and that the stamp is current Check the truss package and make sure it matches the plans (qty of trusses, type, attachements)- lf the numbering doesn't *match but the uplift and reactions look correct it is OK. Falls under field verify *Make sure that if there is HVAC equipment in the attic, the trusses were designed to support it Check overhang to make certain they don't project farther than allowed for fire separation Z et PEL S<-a,r-6 lf rafter framing, check spans Check to see if anything over 4000lbs is bearing down on strip footings. lf so this needs to be enlarged. Nc t-olDs aHs( e-lcLz Check Hold Downs, highlight hold downs for the inspector Check Foundation Venting Check for propane tanks; look for setbacks, siesmic attachments, and protection of the tank. Make notes on plans with stepped foundations how far back they need to be from the edge of the cut and the uphillcut. :i"- j!r\..rr, ..ii{. ". i1.a r. r.,.,5."r:-,,'j :,.t ;.f..; LnecK neaoer srzes Check footing sizes l,l "* g o Make sure that if rebar is used that it has minimum cover depths. Check energy code requirements *Make sure that insulation called out meets the energy code and if not make note of the required R value. *On additions/remodels where existing conditions come into play, see code section N1-L01.3 & table N1101.2 Check tempered glazing (hazardous locations, windows in stairwell, within 24" of door, etc) Plon Review Checklist (.3.2s'Fcoa-.. q-) x E I/It a A E Eg g u E E E a w E UI uI m a E E a 'B C Drxzrr<.c a B a u ilz m Jil. E E E M a aI a a IE 4 a Check bedrooms for egress (window sizes, make sure that garage door to house doesn't go into bedrooms) Check to see if there is a living area above the garage, if so, make note of 5/8" type X gyp board fire separation requirement. ck for mechanical equipment protection (bollards) in the garage lf DETACHED garage is being built less than 3ft to existing structure it needs to have 712 eVp board on the interior walls lf Garage is elevated, make sure columns supporting underfloor of garage are continous to footing (make note on plans) Check fire/sound separation assembly on 2 family dwellings Check for smoke alarirs/Carbon Monoxide alarms (loof on electrcial sheets if there aren't any shown on floor plan) check wall bracing FGEsca.tFrlvL 16rr Fr.c5F- /to.o Fl{roi.- t5 lBrlrrShrto TRr:srlD B6ots Check minimum room size / Make sure that minimum bathroom fixture distances are met Check to make sure stairs meet code Check roofing material (composition shingles, Spanish tile, metal, etc.) . , ...,Check for attic access and underfloor access on plans Check beam sizes Read over all the general notes to make certain that nothing was missed and there are no conflicts ! ; i '. lF new SFD or ADU, make sure that Willamalane form is attached. Transfer all notes made by other work groups until there are two identical sets of plans (jobsite and city set) lnclude standard attachments : Exterior Wa ll Envelope Self-Certification Form Moisture Content Acknowledgement Form High-Efficiency Lighting Systems Oregon Residential Specialty Code (ORSC) Noise Ordinance Notice Smoke Alarm Ventilation Requirements for Kitchens and Bathrooms Green Approved Plans Cover Sheet (Found under "Cover" in file cabinet) Make sure that on all new square footage, that a Fire SDC is charged. Add all inspections and fees into Accela (including Willamalane fee and addressing fee) Stamp plans with the "Reviewed for Code Compliance" stamp, sign the approved by line and perforate Approve Building Review line in Accela & calloremailapplication with fees due and attach placard to jobsite set Signed electrical application received Print out the Fee Schedule and put it with the Willamalane Spreadsheet on the outside of the folder Put any inspection notes into Accela that need to be there before the plan is issued. Check off Project Log and enter today's date. x a E E a T E E 8 t ), t rl- ...'.ttr' P check items/notes TSE Engineering Re: J1042869 Edenbrook Investments Tri-State Engineering, lnc. 12810 NE 178th Street Suite 218 Woodinville, WA 98072 425.481.6601 The ffuss drawing(s) referenced below have been prepared by Tri-State Engineering under my direct supervision based on the parameters provided by The Truss Company (Eugene). Pages or sheets covered by this seal. I12937508 thruI12937513 My license renewal date for the state of Oregon is December 31,2020. 11822pE OFEGON lfl 6,82 August 23,20\9 Terry Powell The seal on these drawings indicate acceptance ofprofessional engineering responsibiliry solely for the ftuss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. Job J1042869 lr:.|ff,-J:^,," (]ty 1 ' l,:"^'"",:,::;",", Py t1 2937508 The Truss Co-, Eugene, OR 97402 8.240 s Jul 14 ID:7eIuaklZ0ld\ /6311,,4RQHwKfynHSt-1 6-8-122-*4 6x8 -- 6.8-12 t.oo l1z 2 Scale = 1:63.1 6x6 2 4 1918 6x8 .-- E I rz 3x8 ll 1.1 6xg l/ 12 3xa I 17 6x8 \\ I1 Id 14 10 I sx6 ll 8 7 166 3x6 ll SPAC|NG- 2-O-O Plate Grip DOL 1.'15 Lumber DOL 1.15 Rep Stress lncr YES Code lRC201s/TP12014 cst, TC \/B Matrix-MRH 0.20 0.37 0.60 DEFL. Vert(LL) Vert(CT) Hoz(CT) Attic in {.09 -0.11 0.00 -0.03 (loc) 8-9 8-9 8 7-8 Ydefl >999 >999 nla 1 391 L/d 360 240 nla 360 Plate LOADING (ps0 TCLL 25.0 (Roof Snow=25.0)TCDL 8,0BCLL O,O PLATES MT2O GRIP 220t195 LUMBER. TOP CHORD BOT CHORD \ /EBS 2x,12 DF SS 2x10 DF SS 2x4 DF Stud BRACING- TOP CHORD BOT CHORD JOINTS Weighl: 212lb FT =2Oo/o Struclural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. I Brace at Jt(s): 13 MiTek recommends ihat Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabllizer lnstallation guide. REACTIONS. (lb/size) 9=826112-*2 (min.0-1-8), 9=826112-8-2 (min. 0-1-8), 8=1099/0-5-8 (min. o-1-9) MaxHoz 9=177(LC7l lvlax Grav 9=1 108(LC 3),9=826(LC 1), 8=1454(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 'l 1 -1 5:51 6/1 08, 1 -1 1 =-533/97, 5-12=-533197 , 12-17=-5161134, 2-3:1381 t216. 3-4:13811210 \ iEBS 2-13=-'t81t'1483,4-13--18111483,9-11=-7201402,7-12=-7201395,3-13=-417t7o NOTES. 1) Wind: ASCE 7-10; Vult=120mph (3-second gusl) Vasd=gsmph; TCDL=4.8psf; BCDL=4.2psf; h=25fl; Cat. ll; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-1 0; Pf=25.0 psf (flat roof snow); Category ll; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a I 0.0 psf botlom chord live load nonconcunent wilh any other live loads. 5) * 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-&O wide willfit between the bottom chord and any other members. 6) Ceiling dead load (5.0 psf) on member(s). 1-11, 5-12,2-13, 4-13,'1-2, 4-5; Wall dead load (5.0psf) on member(s).9-'t 1, 7-12 7) Bottom chord live load (40.0 pso and additional bottom chord dead load (1 0.0 psf) applied only to room. 8-9, 7-8 8) Attic room checked for U360 deflection. LOAD CASE(S) Standard RENEWS: 12t31t20 August 23,2019 I WENUWC . VNiTY dASIgN P@@bB AN READ NOTES ON THIS AND INCLIJDED TTITEK REFERENCE PAGE M11.7473 SEFORE USE, Design valid for use only with MiTek connectors. This design is based only !pon parameteE shown, and is for an individual buitding component. Applicabilty of design paramente6 and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for laleEl s!pport of individual web membeE only. Addilional temporary bracing to insure stability during consruction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fab_ncalion, qualrty control, slorage, delivery, erection and bracing, consult ANSl/fPll Owlity Critoria, DSB-89 and BCSI1 Building Compon6t Saiety lhlohalhn availablo from Truss Plate lnstitute, 583 D'Onofrio Drive, Madison, WI 53719. A theTRUSSco. rxc. 7t16t82 2-r4 9-2-O 1U10-12 1&+0 JOD J1042869 I i:*"-J:^. " lOtY lPlY lEdenbrook lnveslmenlsttl19 I r II I lJob Reference (ootional) t12S37509 8.240 s Jll 14 201 I MiTek lndustries, lnc. Thu Aug 22 17:51:54 2019 Page 1 lD:TeluaklZ0ld\ /63lMRQHwKfynHSt-WTmKpAff04KLJFSy6SHa2P0lLqzRccSdMnmPcTylDZp 15-10-12 1&4-0 6-A-122-r4 6x8 -- 14 2-O-O d*12 4.OO F'2|4-0-0 6x8 -- - 166 JXO il Scale = 1:63.1 6x6 2 4 I J..d I l- 18 19 5 6xB ll 12 3x8 15 17 6x8 \\ l+ 8 10 3x6 I LOADING (psf) TCIL 25.0 (Roof Snow=25.0)TCDL 8.0BCLL O.O LUMBER- TOP CHORD BOT CHORD \AEBS PLATES MT20 GRIP 220t195 RENEWS: 12t31t20 August 23,2019 2x12 DF SS 2x10 DF SS 2x4 DF Stud BRACING. TOP CHORD BOT CHORD JOINTS Weight: 212lb FT =20o/o Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. I Brace at Jt(s): 13 recommends that Stabilizers and required cross be installed during truss erection, in accordance with Stabilizer lnslallation OFEqON 7'1 6'82 REACTIONS. (lb/size) 9=837/0-5-8 (min. 0-1-8), 8=1089/0-!8 (min. 0-1-9) MaxHoz 9=177(LC7) Max Grav 9=1 1 1g(LC 3), 8=1441(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 1 -1 5:549/83, 1 -1 1 =-535/97, 5-1 2=-535/97, 't2-17=-5491108, 2'3=-13751217 , 34:1375t2't1 \ EBS 2-13=-18311470, 4-13=-18311470,9-11=-6921405, 7-12=-692398, s13414n9 NOTES- 1) \Mnd: ASCE 7-10; Vult=lzomph (3-second gust) Vasd=gsmph; TCDL=4.8psfi BCDL=4.2psf; h=25ft; Cat. ll; Exp B; Enclosed; M\MRS (envelope) gable end zone: €ntilever lefl and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category ll; Exp B; Partially Exp.; Ct=l.10 3) Unbalanced snow loads have been considered forthis design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent wilh any other live loads. 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-G0 wide will fit between the bottom chord and any other members. 6) Ceiting dead load (5.0 pso on member(s). 1-11,5-12,2-13,4-13,1-2,4-5; Wall dead load (5.0ps0 on membe(s).g-11, 7-12 7) Bottom chord live load (40.0 pso and additional bottom chord dead load (10.0 psO applied only to room. 8-9, 7-8 8) Attic room checked for U360 deflection. LOAO CASE(S) Standard I WnAnUA - vn;ry d6ign paEM ahd READ NOTES ON rH$ AND TNCLUDED HITEK REFERENCE PAGE MtL74n A€FORE USE, Design valid for use only with MiTek connectoG. This design is based only upon parameteE shdn, and is for an individual building component. Applicability ol design piramenteG and proper incorporalion of component is responsibility of building des;gner- nol truss designer. Bracing shown is'for laterai supporiof individual web mimbere only. Additional temporary bracing to insur€ stability during construction is the responsibillity of the erector. Additionat permanent bracing ot the ovorail stucture is the responsibility of the building designer. For general-g'l'-danc.eJgqql(jLnq. .. fabdcation, quatrty ;ontrot, srorage, ditivery, ereclron and bracing, consull ANSUTPI1 Oullty Cdhh, DSB49 8nd BGll Building Compomit Satoty tnhimaUo avaiiabb fim Truss Ptate lnslitute, 583 D'Onofrio Drive, Madison, Wl 53719. A theTRUSSco.rNc SPACING- 2-G,O Plate Grip DOL 1 .15 Lumber DOL 1 .15 Rep Stress lncr YES Code lRC2015/TP12014 csl. TC BC \A/B Matrix-MRH o.20 0.37 0.60 OEFL. Vert(tL) Vert(CT) Hoz(CT) Attic in -0.09 {.1'l 0.00 -0.03 (loc) 8-9 8-9 8 7-A Udefl >999 >999 nla 1 300 Ud 360 240 nla 360 Job J1042869 lrruss lrson Truss Type GAMBREL ATTIC aty 1 2 Ply :568.240sJul 142019MiTek lD:TeluaklZ0ld\4/63lMRQHwKfynHSt-S 6-8-12 2-5-4 6x8 -- 12 3x8 | 18 6x8 \\ 717 3x6 16 Scale = 1:63 1 PLATES l\ilT20 GRIP 220t195 Weight: 424 b Ff = 20% RENEWS: 12t31t20 August 23,2019 lnc. Thu 2-14 6x8 -- 9-2-0 4.OO v, 19 6x6 = 2 5 F%xa r 11 6xB ll 14 '10 2-O-O I4g 3xO ll LOADING (psf) TCLL 25.0 (Roof Snow=25.0)TCDL 8,0BCLL O.O LUMBER- TOP CHORD BOT CHORD \A,EBS 2x1 2 DF SS 2x10 DF SS 2x4 DF Stud BRACING- TOP CHORD BOT CHORD JOINTS 2-0-0 oc purlins (6-0-0 max.) (Switched from sheeted: Spacing > 2-0-0). Rigid ceiling directly applied orl0-0-0 oc bracing. 1 Brace at Jt(s): 1, 5, 3, 13 REACTIONS.(lb/size) 6=72210-5-8 (min.0-1-8),9=1455/0-5-8 (min.0-1-8),8=733i0-5-8 (min.0-1-8) Max Hoz 9=266(LC 9) Max Uplifi 6=-228(LC 10), 8:53(LC 1 1) Max Grav 6=722(lC 1 ), 9=1 8 1 8(LC 2), 8=1 595(LC 2 1 ) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 1 - 1 5=-1 059/0, 1 -1 1 =-8s1 /1 61 , 5-1 2=-851 /1 39, 12-18=-12411297, 1 -1 9=-43311 88, 2-19=-331 1197 ,2-3=-19201332,3-4=-19201349, 4-20=-331 1224. 5-20:4331214 BOT CHORD 9-14=-60/337, 8-9=-134t433, 7 -8=-1341433, 7 -17=-1'191394\I/EBS 2-13=-329/1A77 , 4-13=-32911877 ,9-11=-4221670,7-12=-521 1742, 3-13=-5231122 NOTES. 1) 2-ply truss to be connected together wlth 1 0d (0.1 31 "x3") nails as follows: Top chords connected as follows: 2x12 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x10 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wnd: ASCE 7-10; Vult=120mph (3-second gust) Vasd=gsmph; TCDL=4.8psf; BCDL=4.2psf; h=25f1: Cat. ll; Exp B; Enctosed; MWFRS (envelope) gable end zone; cantilever left and righl exposed ; end vertical left and right exposed, Lumber DOL=I.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category ll; Exp B; Partially Exp.; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 7) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a reclangle 3-6-0 tall by 2-GO wide will fit between the bottom chord and any other members. 8) Ceiling dead load (5.0 psf) on member(s). 1-11, 5-12,2-13, 4-13,'l-2, 4-5i Wall dead load (5.opsf) on member(s).9-1 '1, 7-'12 9) Bottom chord live load (40.0 pso and additional bottom chord dead load (10.0 psO applied only to room. 8-9, 7-8 10) Provide mechanical connection (by others) of truss to bearing plate capable of wilhstanding 228 lb uplift at joint 6 and 53 lb uplift at pint 8. 1 1) Graphical purlin representalion does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Attic room checked for L/360 deflection. SPAC|NG- 3-0-0 Plate Grip DoL 1.15 Lumber DOL 1.15 Rep Stress lncr NO Code lRC201s/TPI20'14 cst. TC BC \/B Matrix-i/RH 0.15 o.2a 0.38 DEFL. Vert(LL) Vert(CT) Hoz(CT) Attic in -0.07 0.00 -0.07 (loc) q-o 8-9 6 8-9 Udefl >999 >999 nla 2128 Ud 360 240 nla 360 1t16'82 OBEGON I WINUWE - VAO d$lgD PAENbB ADd READ NOTES ON THIS AND INCLUDED NITEK REFERENCE PAGE MII-7473 BEFORE USE, Design valid for use only with lvliTek connectors. This design is based only upon parameteE shown, and is foran individual building component. Applicability of design paramenle.s and proper incorporation of component is responsibility of building designer - nol truss designer. Bracing shown is for laleEl suppod of individual web membe6 only- Addilional tempoEry bracing to insure stability during construction is the responsibillit of the erecto.. Additionalpermanentbracingoftheoverallstructureistheresponsibilityofthebuildingdesigner.Forgeneralguidancereqardinq fab-dcatio_n, quality control, storage, delivery, eroction and bracing, consulr ANSUTPIl OElity Crit8iia, OSB-89 8nd BCSI1 Buiilding Compomnt Saiuty lnhmdiil available from Truss Plate lnstitute, 583 D'Onofrio Drive, Madison, Wl 53719. A theTRUSSco.mc. LOAD CASE(S) Standard 4 JOD EJ1042869 luo l' I russ I ype GAI\,,IBREL ATTIC Ply 1 The Truss Co., Eugene, OR 97402 LoADING (psD TCLL 25.O (Roof Snow=25.0)TCDL 8.0BCLL O.O 6x8 -- 8.240 s Jul 14 2019 MiTek lndustries, lnc. ThuAug lD:TeluaklZ0ld\ /63lNIRQHwKfynH8t-w2SSRChQJ?iwAitWoHrHf 1 eEHl 6x8 -- Scale:3/'16"=1' 6x8 = 2 14 [-%", rr .,0 6\a ll 2-O-A 11 3xB ll 6x8 \\ IY Ld 3x8 8 3x8 ll 7 6 16-4-0 BRACING- TOP CHORD 2-G0 oc purlins (6-0-0 max.) (Switched from sheeted: Spacing > 2-0-0). Rigid ceiling directly applied o|l0-0-0 oc bracing. 1 Brace at Jt(s): 1,5,3,12 PLATES MT2O GRIP 220t195 Weight: 212 lb FT = 20ok RENEWS: 12t31t2o August 23,2019 LUMBER. TOP CHORD BOT CHORD \AiEBS 2x12 DF SS 2x10 DF SS 2x4 DF Stud BOT CHORD JOINTS All bearings 1&+0. Max Horz 8=266(LC 9) MaxUplin All uplift100 lborlessatjoint(s) except6=-484(1C10),8=-231(LC7),7:532(LC11) Max Grav All reactions 250 lb or less at joint(s) except 6=439(LC 23), 8=1225(LC 2), 8=1 1 00(LC 1),7=1281(LC 22) REACTIONS. (tb) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 9-10:7A6174.1-10:7301225,5-11=-73012'14,6-11=-1010/565,1-13=-3271226, 2-3=-1 690/478, 3-4=-'l 690/495, 4-14=-241 1255, 5-14=-327 1250 BOT CHORD 8-9=-96/270, 7 4--217 1353, 6-7 =-1 84t322 \ /EBS 2-12=-46211679, 4-12=46211679,8-1 0=-51 6/396, 7-11=-5221800,3-1 2=-504/1 39 NOTES- 1) Wnd: ASCE 7-10; Vult=120mph (3-second gust) Vasd=gsmph: TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. ll; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-1O;Pl=25.0 psf (flat roof snow); Category ll; Exp B; Partially Exp.; Ct=1.'10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent wilh any other live loads. 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-G0 wide will flt between the bottom chord and any other members, with BCDL = 7.0psf. 6) Provide mechanical connection (by others) of truss lo bearing plate capable of withstanding 484 lb uplift at joint 6, 231 lb uplift at joint 8 and 532 lb uplift at joint 7. 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top andior bottom chord. 8) Attic room checked for U360 defleclion. LOAD CASE(S) Standard )-4-1 2.0-1-81. 18:0-4-12.0-1-81, [9:0-3-1 2.0-3-01. SPACING- },G.0 Plate Grip DoL 1.15 Lumber DOL 1.15 Rep Stress lncr NO Code lRC2015/TP12014 csr. TC BC \/B l\ilalrix-RH 0.28 o.28 o.71 DEFL. Vert(LL) Vert(CT) Hoz(CT) in -0.09 {.'l'l 0.00 (loc) Udefl Ud 7-8 >999 360 7-8 >999 240 6 n/a nla 1tl6'82 I WnnnUA - VW dastgn paarubB aDd READ NOrES ON mr9 AND INCLUDED tltTEK REFERENCE PAGE llll-7473 BEFORE USE. Design valid for use onty with l\riTek connectore. This dgsign is based only upon paEmeters shown, and is for an individual building component Arplicability of design paGment€6 and proper incorporation of component is rosponsibility ol building designer- not truss designer' Bracino shown isf;r bterai supporiof individual web membere only. Additional temporary bracing to insure stability during construction is the rosponsibillity of the erector. Additional pemanent bracing of the overall struclure is the responsibility of the building designer For general guidanco ragarding fabri€tion, quatiry ;onrot, storage. d;tivery. ererion and bracing, consutt ANSfffll O@lity Cdt6fu, DSB49 and BCSI1 Buiding ComPorEt Salsty lnfomatoi avaiiable frim Truss ijtale lnslitute, 583 D'dnofrio Drive, MadEon, wl 53719. A theTRUSSco.txc. , 2-'4 92-0 , 1*1G12 1g-0 , r 2-G0 | 4.Ool? e-+@x12 ll r 4-0-0 r 4 5 Job J1042E69 lTruss lrun. I l[..'*"I 112937512 lnveslments Reference ID: Thu 221 :58 2019 Scale = 1r41.6 RENEWS: 12t31t20 August 23,2019 1-6-0 '1-6-0 2-6-0 t.oo llz 4xB = 7 '19 2-6-0 20 1-6-0 8x10 -- 3x4 \\ 2x4 I 3 3x4 ll z?A.qA FT 1-6-0 6 3x8 = 3x4 \\ 21 $q 3x4 IrI PLATES MT2O GRIP 220t't95 Weight: 107 lb Ff = 2Oo/o Structural wood shealhing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. lvliTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer lnstallation quide. 3x4 5 LOADING (psf1 TCLL 25,O (Roof Snow=25.0)TCDL 8.0BCLL O.O LUMBER. TOP CHORD BOT CHORD \AiEBS OTHERS 4-0-0 BRACING- TOP CHORD BOT CHORD 2x4 DF No.2 2x4 DF No.2 2x4 DF Stud 2x4 DF Stud REACTIONS.(lb/size) 5=300/0-5-8 (min. 0-'1-8), 7=300/0-5-8 (min. 0-1-8) Max Horz 7=127(LC7) [ilax Uplift 5=-79(LC 7), 7=-69(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES. 'l) Wnd: ASCE 7-10; Vult='l20mph (3-second gust) Vasd=gsmph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. ll; Exp B; Enclosed; MWFRS (envelope) gable end zone; canlilever left and right exposed ; end vertical left and right exposed; 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, Pl=25.0 psf (flat roof snow); Category ll; Exp B; Partially Exp.; Ct=1 .10 4) Unbalanced snow loads have been considered for this design. 5) All plates are 1.5x4 MT20 unless olherwise indicated. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent 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-GO wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss lo bearing plate capable of withstanding 79 lb uplift at joinl 5 and 69 lb up,ift at joint 7. LOAO CASE(S) Standard I weauwa - verity d*ign paEMbB atd READ NofEs oN fHts AND 1NCL|JDEO MTTEK REFERENCE 1AGE Mll-747i BEFORE USE. Design valid for use only with iIiTek connectoG. This design is based only upon parameteE shown, and is for an individual building component. Applicability of design paramenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral suppod of individ!al web membere only. Additional lemporary bracing to insure stability d!ring constuction is the re6ponsibillity of the erector. Additionat permanenl bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fab_ricatio_n, qua lity control, storage, delivery, e.ection a nd b€cing, consull ANSyTPII Ouality Criteria, OSB49 End BGSI1 Building Compomnt Sa{sty lniomadq available from Truss Plate lnstitule, 583 D'Onofrio Drive, Madison, Wl 537 19. A theTRUSSco.rxc. SPACTNG- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code lRC20'15ffP12014 cst. TC BC \ts [/]atrix-SH 0.04 0.04 0.12 DEFL. Vert(LL) Vert(CT) Hotz(CT) in 4.00 {.00 0.00 (loc) 6 6 5 Udefl >999 >999 nla Ud 360 240 nla OSEGON 7,16'82 4 8 \ Pty 1 Job J1 042869 8"."."" lQtv l. Iruss I 240 s Ju 14 201 I MiTek lnc. Thu Scale = 1:38.8 2-6-0 2-G0 1-6-0 sx6 \- 1-6-0 2-6-O e.oo fiT 4x4 = 2 1413 3 1.5x4 ll 5x6 -- 1 Ir L sa.+e llT Y Ld 12 3*4 =3x4 = 10 11 4I7 1.5x4 6 3x8 - 8 DEFL. Vert(LL) Vert(CT) Hoz(CT) in 4.00 -0.00 0.00 (loc) 6 6 5 Ydefl >999 >999 nla Ud 360 240 nla SPAG|NG- 2-O-O Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code IRC201s/TP12014 cst. TC BC \ts Matrix-MSH 0.09 0.10 0.13 Plate LoADING (ps0 TCLL 25.O (Roof Snow=z5.0)TCDL 8.0BCLL O.O 7.0 LUMBER. TOP CHORD BOT CHORD \AEBS 2x4 DF No.2 2x4 DF No.2 2x4 DF Stud BRACING- TOP CHORD BOT CHORD Weight: 67 lb Ff = 20% Struclural wood sheathing direc{ly applied or 6-G0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross be installed during truss erection, in accordance with Stabilizer PLATES MT2O GRIP 220t195 RENEIa/S: 12t31t20 August 23,2019 REACTIONS. (!b/size) 5=320/G5t (min. G1-8), 7=320/0-5-8 (min. 0-1-8) MaxHorz 7=128(LC7) Max Uplift s=42(LC 7), 7:82(LC 6) FORGES. (lb) - Max. Comp./Max. Ten. - AII forces 250 (lb) or less excepl when shown.\iEBS 3-5--255197,1-7:255196 NOTES- 1) \Mnd: ASCE 7-10; Vutt=l20mph (3-second gust) Vasd=gsmph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. ll: Exp B; Enclosedi MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip OOL=1.60 2) TCLL: ASCE 7-10; P1=?5.A psf (flat roof snow); Category ll; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle $6-0 tall by 2-G0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 82 lb uplift at ioint 5 and 82 lb uplift at joint 7. LOAD CASE(S) Standard I WtnttWe - V.titt dstgn pnffiB ahd READ NOTES ON fHlS AND TNCLUDED MTTEK REFERENCE PAGE MU-7473 BEFORE USE. Design valid for !se only with MiTek connectors. This design is based only upon paramete6 shown, and is for an individual building component. Appticability oI design paramenteE and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is flr bterai supporiof individual web membeE only. Additional temporary bEcing to insure sbbility during construction is the responsibillity of tho erector. AdditionalpomanentbEcingoftheoverallstructureistheresponsibilityofthebuildingdesigner.Forgeneralguidanceregarding hbncation, quatiry aontrot, slorage, d;tivery, erecrion and bracing, con$lt ANSI/TPI1 OElity CdtEfu, DSBJg and BCSII Building ComporMt Saiety lnfomatlon available frcm Truss Plate lnslitule, 583 D'Onofrio Drivo, i/adison, Wl 537'19. A theTRUSSco.tNc. 1116t82 t12937513 1-&0 4-0-0 G&0 800 Symbols PI.ATE LOCATION AND ORIENTATION 11;Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-6,, For 4 x2 orientation, locate plates 0- 1i6" from outside edge of truss. This symbol indicates the required direction of slots in connector plates. * Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE 4x4 The first dimension is the plate width measured perpendicular to slots. Second dimension is the length parallel to slots. I.ATERAL BRACING LOCATION BEARING lndicates location where bearings (supports) occur. lcons vary but reaction section indicates joint number where bearings occur. lndustry Standards: ANSI/TPl1: National Design Specification for Metal Plate Connected Wood Truss Construction.DSB-89: Design Standard for Bracing.BCSII: BuildingComponentSafetylnformation, Guide to Good Practice for Handling, lnstalling & Bracing of Metal Plate Connected Wood Trusses. Numbering System JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCI(WSE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. ESR-131 1, ESR-I352, ER-5243, 96048, 9730, 95-43, 96-31, 96674 NER-487, NER.561 951 1 0, 84-32, 96-67, ER-3907, 9432A O 2006 MiTek@ AII Rights Reserved WEBS 6 c5-6 otro = 0- F otoI O(I F 6-4-8 1 4 BOTTOM 8 l f)5 dlmenalone shown ln fi-ln-slxteonthB (Drawings not to scale) 2 TOP CHORDS PRODUCT CODE APPROVALS ICC-ES Reports: theTRUSSco. rNC. A General Safety Notes Failure to Follow Could Cause Property Damage or Personal lnjury '1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSIl 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, l, or Eliminator bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies ofthis truss design to the building designer, erection superuisor, property owner and all other interested parties. 5. Cut members to bear tightly agalnst each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joinl locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otheMise noted, moisture content of lumber shall not exceed 19% at time offabrication. 9. Unless expressly noted, this design is not applicable for use with flre retardant, preseruative treated, or green lumber 1 0. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to 1 1. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 1 3. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otheMise noted. 15. Connections not shown are the responsibility of others. 10. Do not cut or alter truss member or plate without prior approval of an engineer. 17. lnstall and load vertically unless indicated otheMise. 18. Use ofgreen ortreated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. .19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. camberfor dead load deflection. lndicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated.2 Acadia Design Daniel Y. Datnes 14bb E.43'd AYe. Euqene,OR q140b-4b20 410 %'gfreet Mdifron Loadinq parameters: Snowload'. 25 psf 5oil bearinq: 1500 psf Software used: -Vitruvius 9tru1alc - ForteWeb Aind load: 120 mph 9eismic zone: 1DC D1 version 1.3.3.0 version V1.3.2 30q, Data: Y1.2.0.2 fliFORTE rrrfr MEMBER REPORT Roof Framing, RB-1 1 piece(s) 4 x 12 Douglas Fir-Larch No. 2 Overall Lengrh: 1A'9 1/2' 16 8'9 1 All locations are measured from the outside face of left support (or left cantilever end). AII dimensions are horizonfdl. . Deflection criteria: LL (V360) and TL (V240). . Owrhang deflection criteria: LL (2U360) and TL (2V240). . Top Edge Bracing (Lu): Top compression edge must be braced at 10' 10" o/c unless detailed otheMise. . Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 10' 10" o/c unless detailed otheruise. . Applicable calculations are based on NDS. are to Grry no 0 PASSED System : Floor Member Type : Drop Beam Building Use : Rsidential Building Code : IBC 2015 Design Methodology : ISD i ts to being Desiqn Results Acttal @ Location Allowed R6ult LDF LGd: Combination (Pattem) Member Reaction (lbs)3486 @ l'.7 U2'6563 (3.00',)Passed (53%)1.0D+1.01(AllSpans) Shear (lbs)t997 @z'.8r14',4725 Passed (42%)1.00 1.0D+1.01(AllSpans) Moment (Ft-lbs)ss21 @ 6'2 7/16',6091 Passed (910/o)1.00 1.0D+1.01(AltSpans) Live Load Defl. (in)0.077 @6't314'0.301 Passed (U999+)1.0D+ 1.01(AltSpans) Total Load Defl. (in)0.722 @ 6' z',0.452 Passed (V892)1.0D+1.01(AltSpans) Supports Bearing Length Loads to Supports (lbs) Acc€ssoriesTolalAEilableRequir€d D€d Floor LiYe Total 1- Stud wall - DF 3.00'3.00'1.59',1346 2139 3485 Bltrking 2 - Stud wall - DF 3.00"3.00"1.50"963 1s80/-s0 25431- 50 Blcking Vertical Loads Location (Side)Tributary Width D€d (0.90) Fl@r LiYe (1.00)Comrents 0 - Ser Weight (PLF)0 to 10' 9 1/2'10.0 1 - Uniform (PLF)0 to 10' 9 V2" Crop)N/A 204.0 340.0 Rmf truss T2 Member Notes Insbll in the top of the wall between garage and living are. Weyerhaeuser Notes and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to M.weyerhaeusr.com/woodproducts/document- li bra ry. The product appli€tion, input design IGds, dimensions and support information have been provided by ForteWEB Software Operator A Quu"o'**u'o*EsIRYrNrTrATrvE furteWEB ffimre Opento..rob Not6 Daniel V Downes A€dia Design (s41) 683-3688 dan@acadiadesignnw.com Weyerhaeuser 9/ l1l20l9 9:L8:22 PM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: Ac_Martin 410 36th Pagel/1 flFARTE svrn MEMBER REPORT Roof Framing, RB-1 Alt 1 piece(s) 3112" x7 U2" 24F-V4 DF Glulam PASSED &erall Length: 10'918 1',6'8'91/2 All locauons are measured from the outside face of left support (or left canulever end). All dimensions are horizontal. System : Flmr Member Type : Drop Beam Building Use : Rsiden6al Building Code : IBC 2015 Design Methodology : ASD . Deflection criteria: LI (V360) and TL (U240). . Overhang deflection criteria: LL (2U360) and TL (2V240). Upward deflection on left cantilever exceeds overhang deflection criteria. . Top Edge Bracing (Lu): Top compression edge must be braced at 10' 10" o/c unlss detailed otheruise. . Bottom Edge Bracing (Lu): Botom compression edge must be braced at 10' 10" o/c unless detailed otheMise. . Critical positive momnt adjuded by a volurn€ factor of 1.00 that was calculated using length L = 8' 11 3/16". . Criticl negatire moment adjusted by a volume factor of 1.00 that was calculated using length L = 1' 11". . The efftrts of posiuve or negatve camber have not been accounted for when calculaung defltrtion. . The specified glulam is assumed b have its stong laminations at the bottom of the berm. lnstall with prcper side up as indicated by the manufacturer, . Applicable calculations are based on NDS. are carry no apdied to the member being designed. Member Notes InsEll in the top of the wall between garage and living ars. andTor tested in accordance with-appiicble ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to M.weyerhaeusr.com/woodprod wts/dcurentli bBry. The product application, input dsign loads, dimensions and support information have ben provided by FortewEB Software 0perator A Q""^n*uF.R€'TRYrNrrraTrvt I 0 0 tt i I It 4 ForteWEB Softurare Operator Job Nots Daniel V Downes Acadia Design (s41) 683-3688 dan@acadiadesignnw.com Weyerhaeuser 9llU2OL9 9:20:14 PM UTC ForteWEB v2. 1, Engine : V7.3.2.309, Data: V7.2.0'2 File Name: Ac-Martin 410 36th Pagel/1 Desiqn Results Actral @ Location Allow€d Result LDF Load: Combination (Pattem) Member Reaction (lbs)3463 @ t',7 7/2"6s63 (3.00")Passed (530/o)1.0D+1.01(AllSpans) Shear (lbs)2156 @z',4 U2',4638 Passed ('160lo)1.00 1.0D+1.01(AllSpans) Pos Moment (Ft-lbs)5486 @ 6'2 7/16'6563 Passed (84olo)1.00 1.0D+1.01(AltSDans) Neg Moment (Ft-lbs)-727 @ r'.7 1/2'.50s9 Passed (14olo)1.00 1.0D+1.01(AllSpans) L,ve Load Defl. (in)0.231 @ 6'1 3/4',0.301 Passed (V470)1.0D+1.0 1(AltSpans) Total Load Defl. (in)0.363 @ 6'2"0.452 Passed (V299)1.0D+1.01(AltSoans) Suppofts Boring tcngth Loads b Supports (lbs) AcsorisTotalAvailabl€R€quired Dad Floor LiYe Total 1 - Stud wall - DF 3.00'3.00"1.58"1324 2139 3463 Blmking 2 - Stud wall - DF 3.00"3.00"1.50"947 1580/-50 25271- 50 Bltrking Veftical Loads l-ocation (Skle)Tributary width Ded (0.e0) Floor LiYe (1.00)Cmmuts 0 - Self Weight (PLF)0 to 10' 9 1/2"N/A 6.4 1 - Uniform (PLF)0 to 10' 9 1/2" (Top)204.0 340.0 Roof truss T2 DATE VITRUVIUS BUILD: CUSTOMER: PROJECT LOCATION: LEVEL: LOCATION: TYPE: MATERIAL: 2 (ft) x 2 (ft) X l0 (in) FOOTING CALCI'LATION VARIALBES Bo (in)o-x 0.642 COLUMN 9t12t2019 StruCalc Acadia Design 1488 E 43rd Ave Eugene, OR 97405 Basement FN-1 ISOLATED FOOTING CONCRETE COMPANY: Acadia Design DESIGNED BY: REVIEWED BY: Daniel Downes Daniel Downes LOADING: CODE: 2015 lnternational Building Code ACI: ACl318-14 Votume tn"lfc'(psi) Ec (psi) 2500 2880952 Density (lbflft:) 145 Depth (in) 10 333 o-Y 0.6 Width (in)Length (in) 44 Material Concrete ottiEt 1in1 0 SOIL Bearing Strength (ibflft'?, Densiiy (lotn') Cohesion Friclion Angle Depth (ft) R,r'kine eoamCient Gnf - - I 500 REBAR ? ears t-ong 2 rrf,(qriTTt m7f'Ifg7 Type Point (lbl) Point (lb0 140 # Bars Short 2 0 30 0 3 Es (psi) 2.9E+07 Size # 4 Soil Bearing Pressure (1bflft') Crushing (lbf) Two Way Shear (Punching) (lb0 One Way Shear Y (lbO Moment Y (lb-ft) PASS,/F'AIL PASS PASS PAsiS pAss PASS MAGNTTUDE 1264 458 7329 1069 1272 STRENGTH I 500 1381 40950 11700 3200 LOAD COMBO D+L l.2D+1.6L+0.5Lr l.2D+ l.6L+0.5Lr l.2}|l.6L+0 5Lr 1.2D+'t 6L+0 5I_r Load End (ft)Left Magnitude tught Magnitude Load Start (ff)Load Type -rive - Dead Direction 3 160 1 894 Z Z rrfiTrt The footing requires a minimum area ofdowel bars equal to 0.08 in, into the column ACl 16.3.4. I ilrlftilil.Pn0P$rus iTF{l L Soil Depth TOF: 0 (ft) False width (ft) 2 Length (ft) 2 fy (psi) 40000 0 0 FEI ItSl lll 0 t I ll SP ttl I 0ll, n t Gcolccfinicql & Con!huclion Senices lt/r. Donald Martin Edenbrook lnvestments, LLC 2450 Birch Lane Eugene, Oregon 97403 October 24,2019 Geotechnical Consulting Garage Addition Foundations 410 36th Street Springfield, Oregon Proiect No. 2195001-669 Dear Mr. lVartin: At your request/ we have visited the above referenced site to observe surface and shallow subsurface features at the location of a new garage addition proposed at the south end of the existing structure. The proposed addition will consist of a two-story, wood frame structure with a slab on grade floor. FEI Testing and Inspection, Inc. (FEI) made a site visit and prepared this summary letter based on your verbal authorization. SITE OBSERVATIONS We visited the site to obserue surface conditions and conduct limited shallow subsurface exploration at the location of the proposed structure. The existing terrain at the site is relatively level. We understand that a previous structure that was present has been demolished and we noted the presence of an existing concrete slab that is in poor condition. We conducted a hand auger exploration near the south edge of the proposed foundation. The soil proflle includes an upper stratum of soft to medium stiff silt with some clay, organics and debris. The silt is dark brown, moist and has low plasticity and extends to a depth of *1.5 feet below grade. The silt grades to soft clay below 1.5 feet. The clay is grey, moist, and has high plasticity. Below a depth of 2.2 feet the clay grades to medium stiff. The medium stiff clay extends to a depth of 4 feet and transitions to stiff clay with some silt and occasional gravel that is 9reY, moist and has medium to high plasticity. The clay with silt extends to the limit of our exploration at the site (4.5 feet). CONCLUSIONS AND RECOMMENDATIONS The upper soils beneath the proposed structure include high plastic clay that will be susceptible to movements associated with seasonal moisture changes. In addition, the upper portion of the clay is relatively soft and will be susceptible to excessive settlement under foundation loads. We anticipate that the addition will include a perimeter This report and/or enclosed test data is the confidential properly ol the client to whom it is addressed and pertains to the specific process and/or materiarhevaruated ,*il::'rililffiFtii::illlTf*;:?lff1ftl;i::':Lffi?|,:1,311o"'" and/or anv part 750 NW CornellAvenue . Corvallis, Oregon 97330 ' phone (541) 7574698 29540 B Airport Road . Eugene, Oregon 974fi2'phone (541) 684-3849 945 Columbia Street NE, Suite 1A ' Salem, Oregon 97301 ' phone (971) 273-0672 foundation and stem wall. Foundation movements may be minimized by extending the excavation to the medium stiff clay, improving drainage and use of compacted crushed rock beneath the foundations and slab to assist in maintaining the moisture in the underlying clay. We have assumed that some minor differential movement of the foundations and slab, which is anticipated due to seasonal shrink/swell movements, is acceptable for the new structure. Mitigation of the seasonal movements at the site will require removal of the upper 2.5 feet of the existing soil and replacement with compacted crushed rock. We have provided recommendations for geotechnical design and construction of new foundations assuming that some seasonal movement is tolerable. FEI recommends the following actions for the new garage footings: 1. Foundation soils prepared as recommended herein are adequate to support allowable vertical bearing pressures of 1,500 psf or less. We have assumed that the new footings would be constructed over firm, native soils. All continuous perimeter footings should have a minimum width of 15 inches. 2. Excavate the foundation areas to a depth of *2.5 feet below existing grades or as necessary to expose firm native subgrade. We have assumed that the slab area would be excavated to provide a minimum of B inches of aggregate base. 3. The excavation should be completed to provide a smooth, firm soil surface that extends at least 6 inches beyond the footing limits. Maintain the moisture of the soil throughout the work. The firm soil should be backfilled with compacted crushed rock as soon as practical. The rock should be moistened to slightly above optimum moisture content and compacted using vibratory compaction equipment. We have assumed that a nominal B inches of compacted aggregate base would be used to support the new footings and slab. 4. A perimeter footing drain should be provided for the new foundations. The footing drain should consist of a perforated 3 or 4-inch diameter drain pipe that is bedded and backfilled with drain rock that is at least 12 inches thick. 5. Backfill the footings to promote drainage away from the structure. We understand that roof drains will be collected and connected to the storm drain system. We trust this information meets you r current needs. Please feel free to contact us with any questions. Sincerely, FEI Testing anillnspection, lnc YUlrtloL Mel'[VcCrdcken, PE, GE Geotechnical Engineer i, $ EXPIRES: 1 21311 Geotechnical Consulting 401 36th Street Springfield, Oregon October 24,2019 Project #21 9500.1-6692 50 SI,M!,TARY OF IMPROVEMENTS Year Ett gase ieat- Adj Si?e or Computed consL Year Cond R3te urcs Rate Arca VaLue PropercY Closs: l0i .l 1 0 351'H ST. SPlrrNGFItrLD. OR. 9'r.lI8. USA (l.CM:100.00) 01 1'7 3 31 IMPROVEMENT DATA PEYS ICA! CSARACSERTSSICS Style: ?l stat 110 or l?0 Occupancy: Single tanilY Story tlelght: 1.0 Flnished Area: 908Attlc: Nonc tJasemsnt: None ROOPNIGMaterial: ComP sni.ngle medlm Type: Gable frrnir'g: Std ror class t,1 tch : Not ava I I abl.e 01 1 73s1 SPECIAL EEATURES ELOORING Sub and joiste 1.o Bas,: n I lowaflcd EKTERIOR CO\/AR I'Jood shdke INTERIOR x.tNfSI{DrywaII AccoMlloD;f,croNsiriniJhed Rooms iJedrogmi Lower 1.0 r.0 1.0 BrP @t-'u-l8 7.5 2.5 Dcacription value '1 sFr APC Stry Const UJc llgt TyPe Grade lr,^"0 ',iuQ9,e c22 SEATING A}D AIR CONDITIONING?rilrary llcat : Bdscboard l'ul I Pcrt -t utper upperl E ?lrt lo , *J ,y !,, ao ua 1Il PnysObsoluarket t Depr Depr AdJ Conp D : Remod 197? BATilTUB {OO TAVATORY 2OC TOI LET 2OO DISI{WSHR O RANGE O !'ANHOOD O PFSITOTiER 0 st{r{-Tl LE 0 02 :I{OFLR 0 LV ROOFSI{ED O D 02 0? 05 DWELL UTLSHED PAV BRP 19{{ 194d 19{9 1960 1944 19{4 ?008 ?008 37860 34?0 1 300 0 value c0 00 c0 I 0 0 0 0. c0 5.41 0.00 908 238 10x 17 224 28 69 14 0 0 2900 1000 10000 r00 100 100 100 ? 9051't70 340 0o FOR ASSESSMENT AiliD'IAXATION USE OI{LY. THE VALUES AND DATA CONTAINED INTHIS DTICUMENT MAY Nor BE CURREI{TANDABE SUBJECT TO CHANGE. AppEait6r/Dato Av 0.00AV i5.41Av 3.25nv 0.00 Y Y N N Datl Co1l.ctor,/Datc 117 07/23/?006 Ncighborhood Neigh 201500 AV 3 Fi:rt. Baths Kit Slnk t/'Jater ll.jat REMODELING l}ID nf rl?61111 429 Suppl@ntal Cuds !O?AI. IMPROVEMENT V'A.LUE 00r6{ il-J -t 2+ 4 { 011733i A^DI{INI STRA?I\E INFOR},'AATON 4i O 36TH LLC 4 I O 36TH ST,SPRINGFIELD,OR,97478,USA Tax ID 170231 1302900 Printed 06117/2019 ccrd No IR,AIiISFER OF OITNERSBIP Date 10r CINIERSBIP 110 35',1'H r-LC ?45C BIRCH LN EUGENE, OR 9l{03 Township l7 Range 02 c?900 Section 31 Quarter 1.3 TL ot I PARCEL NWBER 011? 3 31 Parcnt Parcei Nunber ProPerty Address 41C 36TH ST,SPRTNGSTELD,CR, 97{?8,USA Neiqhborhood201500 Urban Ml:{ed Grade Thurston Property Claeg101 101 RESIDENTIAI PROPERTY TAXING DISTRICT INFORMATION JuriydicLiorr 0?0 Area 001 Corporatlon SPR 05/31 /2019 01 /26/2018 07 /\9/?078 LO/09/?OO8 03/18/2008 1IAIUATION RECORD MARLSR JEREMY J MARLIR STEVEN ROGERS-PASEMAN BARBARA G PASEMAN DWIGHT W]LLIAM PASEMAN Dt'JIGi.lT ,d ROGUITS- PASU},I\N IJARGARA GRESIDtrNTIAL Doc s 95000 Doc s13?000 Doc s0 Doc $0 Doc s1 *: 355939 ll: 3{?368 *: 3{2357 l: 1968?6 f: 188816 Assessneot Year Reason for Change a7/at /2073 Reva.l, 01/01/2011 Reviil oL/0112075 Reval 01/0r/?016 RevaI 0"t t01/?0r't Reval 01/01/2018 RevaI 01/or/?o\9 Revdl -.'. .. i,tl VALUATION 0 t T t T 0 39961 328-10 ?2831 0 32870 328't 0 39961 432"13 83234 0 s32'73 4321 3 402"1 9 42018 8229't 0 42016 42078 42854 55554 98408 0 55554 s5554 4519L 64692 1 r04 83 0 64692 64692 48320'r2-t 40 1210 6 0 0 't27 40 12740 48),41 83524 131 6? 1 U 83524 83524 Si,tc Dotcriptl'on Topograrphy: Publi.c UtlIltles: Screqt or Roadl Neighborhood: zonlng: Land Type Rattlng Measured Soll ID Acreage -Or- -Or-Actuol Eflectlve Frontage l'rontage ?rod- Eactor -Or- Depth Factor -or - Square Feet Tiible Ef tect ive Depth LAND DATA AND CALCUI.ATTONS Adl u9t ed E;{ t e nded Ini Iucnce Eact or Base Ra le Ra:c I MSDC ? M NEIGHBORH@D - BASE 3 LegaI Acres: 0.1228 1?03 Srat cldgJ i nsp: 01/23/06 fl1 change.attcp to mp shed. NPyr I 2014: SkeEch Project -Cata cleanuP -NC ?emP 2006 oata Clean-up, 131r RMv-chq aEt carport to MPshed c{0.0 0. 00 5350.00 8000. 00 8000 - 00 6. 32 s000 L 3ri4 9C L i01 M Suppiemental Cards TRUE TA\ VALUE 9008 10i39 m$ffiffirt$tisffin#/k*;4814'1 Suppl enental Cdrds TOTAL IAND VAI,UE 181{7