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Home My WebLink AboutPermit Building 2019-10-08OREGON Web Address: www.springfield-or. gov Building Permit Residential 1 & 2 Fam Dwelling (New Only) Permit Number: 811-19-OOO965-DWL IVR Number: 811097010982 City of Springfield Development and Public Works 225 Fifth Street Springfield, OR 97477 541-726-3753 Emaal Address : permitcenter@springfield-or.9ov SPRINGTIELD tb Permat Issued: October 08, 2019 Category of Construction: Single Family Dwelling Type of Work: New Submitted Job Value: $159,198.00 Description of Work: Complete rebuild of new single family dwelling (replaces existing unsatisfactory building. Some components of existing foundation and lumber will be incorporated into the construction but they hired an r and there is so little Worksite Address 3361 ELLIOT LN Springfield, OR 97478 roduct used a new bui Parcel 17023t3402600 Owner: Address: GREAT STORY LLC 94862 DODSON COURT JUNCTION CITY, OR 97448 Business Name OWNER - Primary DOUG PALMER ELECTRIC LLC T RIDGE INC License ccB ccB ccB License Number 000000 18 1465 12392L Phone 541-434-5500 541-501-2867 Permits expire if work is not started within 18O Days of issuance or if work is suspended for 180 Days or longer depending on the issuing agency's policy. All provisions of laws and ordinances governing this type of work will be complied with 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. ATTENTTON: 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-OO1-OO9O. You may obtain copies of the rules by calling the Center at (503) 232-t9A7, All persons or entities performing work under this permit are required to be licensed unless exempted by ORS 7O1.O1O (Structural/tlechanical), ORS 479.54O (Electrical), and ORS 593.01O-O20 (Plumbing). printed on: 10/8/19 page 1 of 3 c:\myReports/reports//production/01 STANDARD TYPE OF WORX JOB SITE INFORMATION LICENSED PROFESSIONAL IN FORMATION PENDING INSPECTIONS Permit Number: 81 1-19-OO0965-DWL Inspection 2999 Final Mechanical 3999 Final Plumbing 4999 Final Electrical 1260 Framing 1530 Exterior Shearwall 2300 Rough Mechanical 3 170 Underfloor Plumbing 4500 Rough Electrical lO2O Zoning/Setbacks 1110 Footing 1120 Foundation 1220 Undefloor Framing/Post and Beam 14 10 Underfloor Insulation 1430 Insulation Wall 1440 Insulation Ceiling 1999 Final Building 2200 Underfloor Mechanical 3 130 Footing/Foundation Drains 3200 Sanitary Sewer 3300 Water Service 3400 Storm Sewer 3500 Rough Plumbing 4220 Electrical Service Inspection Group 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell 1_2 Famdwell Page 2 of 3 Inspection Status Pending Pending Pending Pending Pending Pending Pending Pending Pending Pending Pending Pending Pending Pending Pending Pending Pending Pending Pending Pending Pending Pending Pending Printed on: 10/8/19 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.buildingpermits.oregon.gov Call or text the word "schedule" to 1-888-299-2821 use IVR number: 811097010982 Schedule using the Oregon ePermitting Inspection App, search "epermitting" in the app store Page 2 of 3 C :\myReports/reports//prcduction/01 STAN DARD SCHEDULING INSPECTIONS Permit Number: 81 1-19-OOO965-DWL Page 3 of 3 Fee Description Residential wiring Technology Fee Clothes dryer exhaust Heat pump Other environment exhausVventilation Range hood/other kitchen equipment Ventilation fan connected to single duct Water heater Single Family Residence - Baths Fire SDC - New Res Construction Sq Ft fee - enter sq ftg Structural building permit fee Structural plan review fee State of Oregon Surcharge - Plumb (l2o/o of applicable fees) State of Oregon Surcharge - Mech (l2o/o of applicable fees) State of Oregon Surcharge - Bldg (L2o/o of applicable fees) State of Oregon Surcharge - Elec (12% of applicable fees) Printed on: 10/8,/19 Quantity 1300 Total Fees: Fee Amount $216.00 $146,30 $13.00 $22.00 $18.00 $18.00 $26,00 $18.00 $s06.00 $78.00 $ 1,266.06 $822.94 $60.72 $13.80 $ 151.93 $2s.92 $3,402.67 1 1 1 1 2 1 2 1300 Page 3 of 3 C;\myReports/reports//production/01 STAN DARD PERMIT FEES SPRINGFIELD tt Transaction Receipt 811-19-000965-DWL Receipt Number: 472624 Receipt Date: l0/8/19 City of Springfield Development and Public Works 225 Fifth Street Springfield, OR 97477 541-726-3753 permitcenter@spri n gfield -or. gov OREGON www. springfi eld-or. gov Worksite address: 3361 ELLIOT LN, Springfield, OR 97478 Parel. 1702313402600 Transaction date 10t8119 10t9t19 1018t19 10t8t19 10t8119 10t8t19 10t8t19 10t8,t19 10t8119 Units 1.00 Ea 1,300.00 SqFt 2.00 Qty '1.00 Ea 1.00 Ea 1.00 Ea 2.00 Ea 1.00 Ea 1.00 Ea Fee Notes: Hood 1.00 Ea 1.00 Ea 1.00 Ea 1.00 Ea Description Structural building permit fee Residential wiring Single Family Residence - Baths Heat pump Water heater Range hood/other kitchen equipment Ventilation fan connected to single duct Clothes dryer exhaust Other environment exhausUventilation exhaust State of Oregon Surcharge - Bldg (12% of applicable fees) State of Oregon Surcharge - Elec (12o/o ol applicable fees) State of Oregon Surcharge - Mech (12o/o ot applicable fees) State of Oregon Surcharge - Plumb (12% of applicable fees) Account code 224-00000425602-1 030 224-000004261 02-1 033 224-00000425603-1 034 224 -00000425604- 1 03'1 224-00000-425604-1 03 1 224-00000425604-1 031 224-00000425604-1 031 224 -00000425604-'l 03 1 224-00000425604-1 031 82 1 -00000-2 1 5004-0000 821 -00000-2 1 5004-0000 82 1 -00000-2 1 5004-0000 82 1 -00000-21 s004-0000 Fees Paid Fee amount $1,266.06 $216.00 $506.00 $22.00 $18.00 $18.00 $26.00 $13.00 $18.00 Paid amount $1,266.06 $216.00 $506.00 $22.00 $18.00 $18.00 $26.00 $13.00 $18.00 10tBt19 10tat19 10t8t19 10t8t19 10t8t19 Printed: 10/8/19 12:24 pm $151.93 $25.92 $13.80 $60.72 $151.93 $25.92 $13 80 $60.72 $146.30 Fl N_Tra nsactionReceipt_pr 1.00 Automatic Technology Fee Page 1 of 2 1 00-00000425605-0000 $146.30 \r Transaction Receipt 8fi.{ 9-lr00965.DWL Receipt number: 472624 Transaction date Units 1OtAt19 1,300.00 SqFt Description Fire SDC - New Res Construction Sq Ft fee - enter sq ftg Account code 1 00-00000-424005-1 091 Fees Paid Fee amount $78.00 Paid amount $78.00 Payment Method: Check number: 1090 Payer: Great Story LLC Payment Amount:$2,s79.73 Cashier: Katrina Anderson Receipt Total:$2,579.73 Printed: 10/8/'19 12:?4 prn Page 2 ot 2 Fl N_Transaction Receipt_pr Structural Permit Applicaticn 225 Fitih Stmcl r S:-,ri in.:1 ;u1,C. (il| 9141i r t'il( j4 j )726-375-1 r FA.X(54 | )72(r-3(i8 9 Thls permit is issued u nder ORR 918-460-rt03rJ. Permits expire if work is llot stnrted within 180 days of issuance or if work is suspended for 180 days. This project has ljnal land-use approval. SGHEDULE t. (a) Job descriptiou Occupancl' (ionstruction tl pc: Square tbet: Cost per square foot: Other information: Typr of Heat: Energy Path ! nerv Ealteration E addition (b) F'oundation-only permit'? [ Yes L] No Totrl r.aluation:$ 2.fees (a) Permit ti:e (use valuation table):$ (b) Invcstigative I'ae (equal to [2a])$ (c) Reinspection ($ pcr hour): (number ofhours x fee per hour)S (d) trntcr i27o surcharge (.12 x [2a+2b+2c11:$ (e) Subtoul offces above (2a through 2d): 3. Plan (a) Plan revieu'(55% x permit fee [2al):$ (b) Fire lnd lile safetl' (659'i, x pennit lbe [2a]):$ (c) Subtotai of fees abovc (3a and 3b):S $ $ I'his prti jrct hrs I)l:Q rpp,'or al Propcrty is rvithin i)ood plain: ! \":,; [f N, CATEGORY Or CONSTRUCTION I ttris ()r pioDil'ry orvned by coNT[t,ic"f cfi t!\s rAlLt{'itot-i rf, (a) Seisrnic f'ee, l% (.01 x permit ri:t; [2a]): ffi :; Zor;rng apprcrr'al rerilletl: [] Ycs Ll No L-usl c,ii:cti 5-.i. 1{) i I l}.1.r.. . IS rrir(lc ()n rne oI a meinbcr oi'iirt inrrnucliiiic lbllrii_,- arrn is cxempt liorn liccnsing requ!runrents ur:uc: t)i{S 7{, r.t) I l). , /r" Addless: Signature: Ilelhanical 1b) Tech fee. 59lo (.05 x permit fee[2a]+P11 fec [3c]) I O'IAL l'ecs anrl surcharges (2e+3c+-la+b): $ Permit no.: 19 -0O%6,-D'u/|,- Date:gg/gS/tl lJate: Dale: Rcsidential ! ( it,r crnnreni E Commer,:ial .lob sitc address: JOB SITE INFORMATION AI.ID a^Q {Stale: O Lo'i no I Relblcnce 'l'axlot: Acidress: 4ea-Lrl-maii Y Phone: onC F a;< Sign here: Bui Business nanrc: ZIP: l'hone E-mail: C(lll license no a Irax. Print nanre: Name (lCIi l.ircnsr #Pholit lJuni l;cr Electrical Plunrbing DEPARTMENT USE ONLY s LOCAL GOVERNMENT APPROVAL { SubdivisioJ: PROPHTITY CWNER Nauc: Statc/'X?- City: ..:.. -r1 . r-.' \ Ac !1a{rr 14,Lr )$s )\,9 -? l\ \\-\ r) + q_ CITY OF SPRINGF'IELD, OREGON Oct0719,'10:15p DougPalmerElectric Electrical Permit A lication 225 Fifrh Strcc t o Springficld,oR 97 4i7. pH(s/-t)?26_3753. FAX (S4t)126-3689 CONTRACTOR INSTALLATION lq - o@1 bq 5417621056 p.1 DEPARTMENT USE ONLY Perrnit no.: $,14.00 $r22.00 iffi This permit is issued under oAR 918-309-0000. Permits are nontransferable. permits expire if work is nor started wifhin IEodays ofissuance or ifwork is suspended for 1g0 days. Zoning approval veri fi ed?Eyes ENo Each additional 500 sq. ft. or portion thereof S S S s S Date: CALLO APPGOVERNMENT ROVAL CA TEGORY OF CONSTRU ocTr N Residential ! Government E Comrnercial LOCATIONJOBSITE INFORMATION Job site address: ZW Reference:Taxlot.: OFDESCRIPTION WORK PROPERTY OWNER \ame: Address: State:ZIP: Phone:Fax: E-mail: S Business name:b r\ddress: State ZIP: Phone: E-mail; BCD license no.I , s license no.: Print name of ervisor:5 Signature of signing supewisor: FEE SCHEDULE Numbcr of inspectioos per itcm ( )Cost ea. Total cost Residcntial, per unit, service included: 1,000 sq. ft. or less (4)$t 85.00 $ s36.00 Limited energl'(2) Each manufhctured home or modular dvrelling service or fecGr (2)s89.00 $ Services or frcders: installotion, allerotion, relocotion 200 amps or less (2)$112.00 $ 201 to 400 amps (2)s13l.00 s 401 ro 600 amps (2)$221.00 $ 601 to 1,000 amps (2)s285.00 $ Over 1,000 arnps or volts (2)s65{.00 Reconncct on ly (2)s89.00 $ rvtcessa feedcrs:or'femporary inslallotion,relocalionaheration, 200 anps or less (2)s89.00 201 co 400 amps (2) 401 to 600 amps (2)sr 77.00 $ Over 600 anps ff 1,000 volts- see services or feeders section abovE Branch circuits: new, alteralion, ertension per pauel a Fee for branch circufts uith purchase of a senice or feeder fbe: Eac'lr brarch circuit s8.00 $ b. Fee for branch circuirs n ithout purchase o f a scn ice or Gedcr fee: First branch circuit (2)s89.00 s Each additional branch circuil s8.00 $ Miscellaneous fees: sen'ice orfeefur nor included Each pump or irrigation circle (2)s89.00 $ sE9.00 $ Signal.circuir or a limited-energv panel- alteration, or extension (2)st9.00 $ Each sdditional inspcction: 1 l)sr02.00 $ DEPARTMENT USE (A) Enter subtotal of above fees (Minimum Permit Fce $102.00)$ (B) Enter 129'o surcharge (.12 x tAl)$ (C) Technology Fee (E% of[A])( sTOTAL fecs and surcharges (A through D): l,ast ediled 7fll2019 Bloncs 2 \-!1 State: hLl City: 'l Lry1 pr ( r{+,r I LC. Fu;Jt11-111v- tos4, CCB license no,: Sienine suoervisor',5 Each sign or outline lighting (2) appREss g6t E. r..Err l&rl:. plqn RgVieW ChgCkliSf IrAP s IAxLoI rt-oz- 31- 34- 62l'v\ E B E trr E E E G tr E H F?l,jrt.UF,ta6lS' +,635}_'d-IIE T-Ar$r . ttrfs,T.de\:.tilE.' E.t$lttal\- Check address on plans is correct Pcr€-tr'tf Check to see if LDAP has been issued. 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 or flat - 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 that property is not in Flood Hazard A affected property according to Mapspring (if it is we need 3 engineers surveys) 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 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. Check Hold Downs Check Foundation Venting Make notes on plans with stepped foundations how far back they need to be from the edge of the cut and the uphill cut. Check header sizes check footing sizes -+> l={4ptFrE{rrLrF.- A Dor\l'Gs,ra.3 Make sure that if rebar is used that it has minimum cover depths. Check energy code requirements xMake 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 N1101.3 & table.N11}1.? , . ; Check tempered glazing (hazardous locations, windows in stairwell, within 24" of door, etc) Check bedrooms for egress (window sizes, make sure that garage door to house doesn't go into bedrooms)56,= =;"51;^1-!5. ,' 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. Check for mechanical equipment protection (bollards) in the garage tf DETACHED garage is being built less than 3ft to existing structure it needs to have 7/2 Cyp board on the interior walls d .Lf-" t fr fl, ll,Ugl n E u !I a Eflflfi n el E E E E E E E E Eu tril Check fi re/sb u nd'se paiatio h' a sse m'nf y' oh 2 fa m i ly dwe I I i ngs Check for smoke alarms/Carbon Monoxide alarms (look on electrcial sheets if there aren't any shown on floor plan) Check wall bracing L <G 2.68 BfUafr.r.- Frett.as 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 ake 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) ions 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 & call or email application 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. Plan check items/notes .?',.1 : r '.'r:.. Add all ins petr EII w E ' :.i ', .' ' -r (ar,., HA.S. lh (SG.t rrd. F12-6a $r A1111.tJ e T*sse Ef rrral r$Erdfjr€ iTe K Galinski, John 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 fiie reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the buitding designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. MiTek USA, lnc' MiTek USA, lnc' ;bb:;;.; Avenue, suite 270 Roseville, CA 95661 TelePhone 91 6-755-3571 P.le 2726-18 The truss drawing(s) referenced below have b-een prepared by MiTek USA' Inc' under my direct supervision based on the parameters provided by Relco Roof' Pages or sheets covered by this seal: R57834865 thru R57834869 My license renewal date for the state of Oregon is June 30 ' 2019 ' 78788PE OREGON I April 18,2019 rD I Type R57834865RelcoFloorOR 4 S NoV \\ 3x6 Il 8x8 \\ I 't2 3x6 ll 3x6 ll 1ox12 = 3x6 ll Thu Apr 18 3- 8x10 ll Scale = 1:73.5 3x6 ll 6 sx6 Il 1o.oo 17,3x6 = 7 't0x12 // 3x6 il 8x8,1O\12 $, 2 10 11 Ii .d4x8 -- 3x6 ll 3x6 ll 3x6 Il 6-74 13 10x12 =4x8 = 14-3{21-10-12 Plate (x,Y)-- LOADING (psf) [4:0-3-8,-41, 11 TCLL TCDL BCLL BCDL 25.0 7.O 0.0 . 10.0 PLATES MT2O GRIP 1 85/1 48 LUMBER. TOP CHORD BOT CHORD \ /EBS OTHERS 2x10 DF SS "Except- 1 -3,9-1 1 : 2x4 DF No. 1 &Btr zx8 DF 2250F 1.9E *Except. 12-'13: 2x12 DF SS 2x4 HF Stud/Std -Except. 8-12,4-13: 2x4 DF No. 1&Btr 2x4 HF Stud/Std BRACING- TOP CHORD BOT CHORD \A,EBS Weight: 275 lb Ff = 20% OREGON REACTIONS. (lb/size) 2=144StO-*8,10=1445/0-5_8 Max Horz 2=_216(LC 6) Max Grav 2=1741(LC 1a), 10=1741(LC 15) |9!CES. (lb) - Max. Comp./Max. Ten. - A[ forces 250 (tb) or tess except when shown. TOP CHORD 2-3=-2502to,34--2g4oto,4-5:1465/68,5-6=0/s86,6_7=0/585 ,7_a=-1467t69, 8-9=-2343/0, 9-1 0:2506/0 BOTCHORD 2-13=0/1988, 12-13=0/1533, 1O-12=Ot1Bs6\ iEBS 8-12=0/1550,4-13=0/1S50, S-7=-2i92t44,3-13=-8s2l97.9_12=-a50/96 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) \Mnd: ASCE 7-10i Vult=120mph (3-second gust) Vasd=gsmph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. 1; Exp B; Enctosed;M\MRS (envelope); cantilever left and right exposed ; end vertical left and rlght exposed;'Lumber DoL=1.60 plate grip DOL=I.603) Truss designed for wind loads in the plane of the truss only. For studs exposld to wind (normal to the face), see SGndard lndustry Gable End Deiails as applicable, or consult qualified building designer as per ANSI/Tpl i. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent wilh any other live loads. 7) " This truss has been designed for a live load of 2o.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-G.o wide willfit bet\iveen the bottom chord and any other members. 8) Ceiling dead load (5.0 ps$ on membe(s).4-5, 7-8, 5-7 9) Bottom chord live load (40.0 psO and additional bottom chord dead load (5.0 pso applied only to room 12-13 10) Attic room checked for 11360 deflection' SPAC|NG- 2-O-O Plate crip DOL 1.15 Lumber DOL t.1S Rep Stress lncr yES Code lRC201s/TPl2O14 cst. TC BC \/B DEFL. Vert(LL) Vert(CT) Hoz(CT) Attic in (loc) -0.33 12-13 -0 50 12-130.03 10 -o.20 12-13 Udell >999 >690 nla 91't L/d 240 180 nla 360Matrix-MS 0.60 nao o.74 L.G RENEw\?,ll5roog;.0-ro' n 3 Structural wood sheathing direcily applied or 4_3_l oc purlins. Rigid ceiling directly applied or 8-5-9 oc bracing. 1 Row at midpt 5-7 Mll-l173 tN' and lsINCLUDEDTHIS ANDON Buitding CofrPonent R57834866 Type I s Nov 16 lnc. Thu Apr 10 Scale = 1:76'0 and Floor,lnc,'4 56- 8xB // 1o.oo F 3x6 = 7 0-1 6x8 3x6 6xB ll ox8 ll 4 I 8xg \\ ], 3 6-74 2 11i: .o 4xB 13 10x12 = 12 1ox12 =4x8 = PLATES MT2O GRIP 185/148LOADING (Psf) TCLL 25.O TCDL 7.0 BCLL O.O - BCDL 1O.O LUMBER. TOP CHORD BOT CHORD \ /EBS 2x1o DF SS -Except" 1-3,9-11:2x4 DF No 1&Btr 2xa DF 225OF 'l .9E .Except* '12-13: 2x12 DF SS 2x4 HF Stud/Std -Except- 8-12,4-13:2x4 DF No'l&Btr BRACING- TOP CHORD BOT CHORD \A/EBS Structural wood sheathing direclly applied or 4-3-1 oc purlins' Rigid ceiling directly applied -or 8-5-9 oc bracing' 1 Row at midPt 5-t Weight: 245 lb FI = 20% IN OREGON RENEWAL DATE: 06-30-201 9 April18,2019 BOT CHORD \A/EBS REACTIONS. (lb/size) 2=144510-*8,10=1445/0-5-8 MaxHoz 2=-216(LC6) Max Grav 2=17 41(LC 14), 10=1741(LC 15) FoRGES.(lb)-Max.comp-/Max.Ten.-Altforces25o(lb)orlesSexceptwhen TOP CHORdI 2-3=-25O2tO,34:234010,4-5--1465/68, 5$=0/586, 6-7=0/585, 7-8=-1467169', 8-9:2343/0, 9-1 0=-2506/0 2-13=0/1988,'l 2-1 3=0/1s33, 10-1 2=0/1 896 8-1 2=0/1 550, 4-1 3=0/1 550, 5-7:2182t44,3-13=-852197,9-1 2=-850/96 NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wnd: ASCE 7-10; Vult=12omph l3-second gust) Vasd=9smph;.TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat ll; Exp B; Enclosed; MVVFRS (envelopel; cantilever leiiand righGxposed ; end vertical left and right exposed; Lumber DoL=1 60 plate grip DOL=1 60 s1 ir,i" trrid n"" been designed for a t0.0 isf botom chord live load nonconcunent with any other live loads' 4) * This truss has been designed ior a live'load of 2o.Opsf 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' 5) Ceiling dead load (5.0 psf) on member(s) 4-5,7-8,5'7 oi eotto; chord live tbad (ao.o psr; ano aaoitionat bottom chord dead toad (5.0 psf) applied only to room. 1 2-1 3 7) Attic room checked for U360 defleclion DEFL. Vert(LL) Vert(CT) Hoz(CT) Attic in (loc) -0.33 12-13 -0.50'12-130.03 10 -0.20 12-13 Ydefl >999 >690 nla 911 L/d 240 180 nla JOU cst. IU BC \,ts Matrix-MS 0.60 0.59 o.74 SPACING- 2-O-O Plate Grip DOL 1 .',I5 Lumber DOL 1.15 Rep Stress lncr YES Code lRC201s/TP12014 llwaaruna - veilty desisn patameters and READ NorES oN THts AND tNcLuDED MITEK REFERENCE PAGE Mil-7473 rev. 10/03/2015 BEFoRE USE. Design valid for use only with MiTek@ connedors. This design is based only upon paramete6 shown, and is for an individual building component, nol a truas system- Before use, the building designer musl vedry the appli@bility otdesign paramele6 and properly in@rporate this design inlo the overall buildingdesign. BracingindicaledistopreventbucklingofindiudualttusswebendlorchordmembeEon,y. Addilionaltemporaryandpemanentbftcing E atuays required tot siability and lo prevent collapse wilh possib/e pereonel iniury and propely damage. Fot geneql guidance regarding lhefabi€tion, storage, delivery, eredlon and bracing of lrusses and truss sysrems, see - aNsrrFH enlity ctteria, DSB.ei and ECSI Buitding Compnentsilattrntomation avairabrer@mTrusspraternsrftule,218N.Leesf6et,suiie312,Alexendna,vA223ir. rii MiTek' Milek USA, inc. 400 Sunrise Avenue, Suile 210 6 .18 Type 2 R57834867andlnc,Harrisburg, 16 MiTek Thu 18 11 201'15 3x6 0-1 6x8 Scale = 1:76.0 1o.oo lit 3x6 = 75 4xi0 ll A8x8 lz q^74 4x10 iiI 8x8 \\ T,o 2 10 11ti d4x8 13 10x12 = 12 1Ox'12 =4x8 LOAoING (ps0TCLL 25.0TCDL 7 OBCLL 0.0 - BCDL 1O.O LUMBER- TOP CHORD BOT CHORD \AiEBS 2x10 DF SS -Except- 1 -3,9-1 1 : 2x4 DF No.'l &Btr 2xB DF 225OF 1.9E "Except. 12-13:2x12 DF SS 2x4 HF Stud/Std'Except- 8-12,4-13: 2x4 DF No.1&Btr PLATES MT2O GRIP 185/148 BRACING. TOP CHORD BOT CHORD 2-0-0 oc purlins (6-0-0 max.) (Switched from sheeted: Spacing > 2-8-O). Rigid ceiling direcfly applied or .10,0-O oc bracing. \ /eight: 491 lb Fr = 2oo/o OREGON REACTIONS. (lb/size) 2=22a1/o-5.8, 1O=2532tO_S-a MaxHoz 2=_324(LC6) Max Uptifl 2=a3(LC 8), 1o=-1Ss(LC 9) tvtax crav 2=2709(LC 30), io=2925(LC 3i) IglC_ESt (lb) - Max. Comp./Max. Ten. - A[ forces 250 (lb) or tess except when shown. TOP CHORD 2-3=-3968/38, 3-4=-3724t5s,4_5=_236ti/1.90, $6=-38/949, 6_7=_69t 101 4, 7 -8=-23031 I 57, 8-9=-3907/1 54, 9_10=_41 66t I 42 BOT CHORD 2-13=-49t3141, 12-13=Ot24tB, 10-12=-41t3165\ iEBS 8-12:15412741 , 4-13=Ot2351, S-7=-3585t228,3-1 3=_1 286/1 66, g_12=-1548t}As NOTES- 1) 2-ply truss to be connected together with 1Od (0.1 31,,x3,,) nails as follows: Top chords connected as forrows: 2x4 - 1 row at o-9-o oc, zxlo - z rows staggered at o-9-o oc. Boltom chords connected as follows: 2xB - 2 rows slaggered at O-9-0 oc, zx1-2 - 2 rows staggered at O-9-o oc. Webs connected as follows: 2x4 - 1 row at 0-9-O oc. 2) Ail 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 toply conneclions have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.3) Unbalanced roof live loads have been considered for this design. 4) Wnd: ASCE 7-10; Vult=120mph (3-second gust) Vasd=gsmph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. il; Exp B; Enctosed; MVVFRS (envelope); cantilever lefl and right exposed ; end verticat left and right exposed; Lumber DOL=1.60 ptite grip DOL=1.605) This truss has been designed for a lO.O psf bottom chord live load nonconcurent with any other live loads. 6) " This truss has been designed for a live load of 2o.opsf on the bottom chord in alt areas where a rectangle 3-6-0 tall by 2-Go wide will fit between the bottom chord and any other members. 7) Ceiling dead load (5.0 psf) on membe(s). 4-5,7-8,5-7 8) Bottom chord live load (40.0 psO and additional bottom chord dead load (5.0 pso applied only to room. 1 2-1 3 9j provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except (jt=lb) and/or bottom chord. 477 lb down and 233 lb uP at others.RENEWAL DATE: 06-30-2019 APril18,2019 SPAC|NG- 3_O_O Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr NO Code lRc2ol 5/Tpt2014 cst. TC 0.56BC 0.49 \ /A 0.53 Matrix-MS DEFL. Vert(LL) Vert(CT) Horz(CT) Attic in (loc) -0.25 12-13 -0.38 12-.130.o2 10 -0.15 12-13 Udefl >999 >899 nla 1214 ud 240 180 nla JbU (.G10='155. rot'Lrapni.a purlin representation does not depictthe size or the orientation of the purlin along the top 11) Hange(s) or other connectlo;'d;"',jtdi;ilfie plovioeo-suntient to support concentrated load(s) 21_g_12on bottom "noro. , n"l"".LliiJ"r"aion of such connection devicqsl is the responsibility of tZl nttii room cnecked for U360 defleclion' HIFI MiTek USA, 400 Sunrise I;enue. sufre 270 3 Building cofrPonent Alexandria, PAGE Mll'7473 rev'fi/fiNOISBEFORE USE' is based truss web Job 2726-18 lt'* lo' lTruss Tvoe /nrrrc Qtv 2 Plv 2 R57834867 Job Reference footional) Relco Roof and Floor, lnc, Harrisburg, OR - 97446,8.220 s Nov 16 2018 MiTek lndustries, lnc. lD : PTAXJDELCuwI EoLbodC?5FyHcMz-fvl-dieyAm NzUQwzkSYGSVW?hB4ieMyxkYOiSkzPVDc LOAD CASE(S) Standard 1 ) Dead + Roof Live (balanced): Lumber lncrease= 1. 1 5, Plate lncrease='1. 1 5 Uniform Loads (pl0 Vert: 1-4=-96, 4-5=-111,5-6=-96, 6-7=-96, 7-8=-111,8-1 1 =-96, 2-13=-30, 12-13=-45, 1 0- 1 2=-30, 5-7=-1 5 Concentraled Loads (lb) Vert:12=-477(8\ rii MiTek' 400 Sunrise Avenue, Suile 270 Milek USA lnc is the Lee Cofrpnent nol is to is for an Vorify d*ign penfrote.s and READ NOTES Before truss 10/032015 BEFORE USE. J"" A4 ]Truss Type l.racr<-croseo Job 2726-18 Qtv 2/ Ptv 1 and lnc, Harrisburg,OR-97446, R57834868 Reierence 8.220 s Nov 16 201 8 MiTek lndustries, Inc. Thu Apr 18'l 1 :25:59 201 I Page'l lD:PrAXfDELCwlE0LbodC?5FyHcMZ-fvl_dieyAmNzUQwZkSYGSWV34BSqeUYxkY6iSkzPVDc 14-24 7f-12 Scale = 'l:69.0 I: 116-0 &.7€lc.0-6-7-8 8xB // 3 5 ro.oo {iz 3x6 4 @ -n o 2 6 3x4 3x4 // LOADING (psf) TCLL TCDL BCLL BCDL PLATES MT2O GRIP 185/148 zc.v 7.O 0.0 - 10.0 LUMBER. TOP CHORD 2x10 DFSS*Except. 1-3'.2x4DF No.1&Btr BOTCHORD 2x4 DF No.1&Btr VIiEBS 2x4 HF Stud/Std REAGTIONS. (lb/size) 5=205/Mechanical,2=3320-$8'6=593/Mechanical Max Hoz 2=250(LC 5) Max UPlifi 5=-s8(LC 8), 6:197(LC 8) ,.. -Max Giav 5=207(LC 13),2=332(LC 1)' 6=602(LC 13) FORCES. (lb) - Max Comp./Max. Ten - All forces 250 (lb) or less except when shown TOP CHORD 4-6-437t168 vlbight: 76 b Ff = ?0% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applled or 10-0-0 oc bracing' OREGON BRACING- TOP CHORD BOT CHORD Tro,l,t?, ^r"t 7-10; Vutt=12omph (3-second gust) vasd=gsmph;.TcDL=4.2psf; BCDL=3 opsf; h=25ft; cat ll; Exp Bi Enclosed; MWFRS (envetope); cantirevel'teliJn-i;'g;i;rF;;;J : *J ,u.ti""iLtt .no',ight exposedi Lumber DoL=1 60 plate srip DoL=, 60 2) This truss has ueen designeo foi"lo.o p'"io"tior "hord live load nonconcunent with any other live loads' 3.) * This truss has been designed-foi " ir"io"o oi zo opst on ttre bottom chord in all areas where a reclangle 3-6-0 tall by 2-G0 wide -' will fit between the bottom chord and any other members' 4) Refer to girde(s) for lruss to truss conneclions' !] F:,ftt:fl:d""n1:lJ:i#:*ifl1]5,T,ffii.i':i,l*" bearins prate capabre orwithstandins 1oo rb uprin atioint(s) 5 except (jt=rb) 6=197. E RENEWAL DATE: 06-30-2019 APril18,2019 DEFL. Vert(LL) Vert(CT) Hoz(CT) in -0.05 -0.09 -0.00 (loc) 6-9 G9 5 Udefl >999 >823 nla Ud 240 180 nla csl.TC O.28 BC 0.23 v1E 0.05 Matrix-MP SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code 1RC2015ffP12014 (.G rli MiTek' MiTek USA, lnc 400 sunrise Avenue, Suite 270 Plate INCLUDED M|TEK REFERENCE PAGE MII'7173rH,S AND Before truss tN. 10fi3n015 BEFORE UsE. is based Builating CodPonenl Job 2726-14 Truss F1 GR Truss Type Flat Girder Qtv 1 Plv 1 R57834869 Job Reference (optional) Relco Roof and Floor, lnc, Harrisburg, OR - 97446,8.220 s Nov 16 201 8 2019 Page 1 lD: PrAxiDELCwlE0LbodC?5FyHcMz-TSlM2eaw4vqsavll93VgjSFbbTfNxg4zCsF_BzPVDb Scale = 1;27.51 23x4 =3 7 8 5 3x4 ll 4 4x4 LOADING (psD TCLL 25.0TCDL 7,OBCLL O.OBCDL 10.0 LUMBER. TOP CHORD BOT CHORD \ /EBS 2x4 DF No.1&Btr 2x6 DF SS 2x4 HF Stud/Std PLATES tvlT20 GRIP 1 85/1 48 BRACING. TOP CHORD BOT CHORD 2-0{ oc purlins: 1-3, except end verticals. Rigid ceiling directly applied or 1 0-0-0 oc bracing. V1/eight:30 b Ff =2O'/, 7 OREGON R RENEWAL DATE: 06-30-201 9 April18,2019 REACTIONS.(lb/size) 5=667/Mechanical, 4=793/Mechanical Max Horz 5=1 10(LC 5) Max Uplin 5=-265(tC 4),4:31o(LC 5) FORCES. (lb) - Max. Comp-/Max. Ten. - All forces 250 (lb) or less excepl when shown. NOTES- 1) Wnd: ASCE 7-10i Vult=l20mph (&second gust) Vasd=gsmph; TCDL=4.2psf; BCDL=3.opsf; h=25fl; Cat. lli Exp B; Enclosed; MVVFRS (envelope); cantilever lefl and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 4) 'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3$-0 tall by 2-G0 wide will fit between the bottom chord and any other members. 5) Refer lo girde(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 5=265,4=310. 7) Graphical purlin representation does not depict the size or the orientalion of the purlin along the top and/or bottom chord- 8) Hange(s) or other connection device(s) shall be provided sufiicient to support concentrated load(s) 573 lb down and 217 lb up al 1-3-4,and577 lbdownand2'l3lbupat 3-3-4onbottomchord. Thedesign/selectionof suchconnectiondevice(s)isthe responsibility of others. 9) ln the LOAD CASE(S) seclion, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1 ) Dead + Roof Live (balanced): Lumber lncrease= 1.1 5, Plate lncrease=1.15 Uniform Loads (plf) Vert: 1-2=-14, 2-3=-64, 4-6=-20 Concentraled Loads (lb) Vert: 7=-573(F) 8=-577(F) B U cst. TC BC \AE Matrix-MP o.23 0.32 0.06 DEFL. Vert(LL) Vert(CT) Hoz(CT) in -0.02 -0.03 -0.00 (loc) +5 4-5 4 Udefl >999 >999 nla Ud 240 180 nla SPACING- z.GO Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr NO Code lRC2015/TP12014 [wa*lNe - v.riry design paftmeters and READ NOrES OIJ rHrS AND tNcLuDED MIEK REFERENCE pAGE MtL74t3 rcv. 10/03/2015 BEFoRE usE. Design valid for use only with MiTek@ connectoE. This design is based only upon parameteE shown, and is fo. an individuat building componenl, not a truss system. Beforc use, the building designer musl verify the appli€bility ofdeson pa€meteE and prcperty in@rpoEte this design into the owrall buildinq design. Bracing indi€ted is to prevent buckling oI individual truss web and/or chord membeE only. Additional temporary and pormanent bEcing is ah{ays required for stability and to prevent @llapse with possible peEonal injury and prcpeny damage. For generat guidance ieoardlng thefabd€tiln. storage, delivery,. eection and bcdng of trusses and truss syslems, see ANSYTPII Quality Crfteda, DSB-89 and BCS, Buitding CompnentSaletylnfonailon available fmm Truss Plate lnstilute,218 N. Lee Street, Suite 312, Atexandria, VA 22314. rii MiTek' MiTek USA. lnc. 400 Sunrise Avenue, Suite 270 Symbols PLATE 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. g-1 6 For 4 x 2 orientation, locate plates 0- 1rro" 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. LATERAL BRACING LOCATION lndicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING lndicates location where bearings (supports) occur. lcons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only lndustry Standards: ANSlffPll: National Design Specification for Metal Plate Connected Wood Truss Construction_DSB-89: Design Standard for Bracing.BCSI: Building Component Safety lnformation, Guide to Good Practice for Handling, lnstalling & Bracing of Metal Plate Connected Wood Trusses. Numbering System | 6-a-8 | dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 TOP CHORDS 3 8 6 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCK\IVISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1 31 1 , ESR-1 3s2, ESRI 988 ER-3907, ESR-2362, ESR-1 397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otheruuise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. @2012 MiTek@All Rights Reserved I 4 o u. IO o_ F otroIO o_oF 7 6 \A/EBS \g c5,7 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 BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual laleral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack malerials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint 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 conlent of lumber shall not exceed 1 9% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with tire retardant, preservative treated, or green lumber. 1 0. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 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 io or better than that specified. 13. 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. 1 5. Connections not shown are the responsibility of others. '16. Do not cul or alter truss member or plate without prior approval of an engineer. 17. lnstall and load vertically unless indicated otherwise. 1 8. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with projecl engineer before use. 1 9. Review all portions of this design (front, back, words and pictures) before use. Reviewing piclures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Ouality Criteria. rI MiTek. MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 1 5-00-00 4-00-00 1 6-00-00 /) oo (oo @N ,) tt Fa (o NJ--) F1 A4(2) 35-00-00 RELc;o^Timber Ridge Construction Load i n g : 25 -7 -0 -1 0=42# ftart Spacing: 24"o.c. Roof Pitch: 10/12 Ceiling Pitch:Flat Overhang: 1'-6"-0 Walls:2x6 PO BOX 84 3361 Elliot Ln. Springfield, OR. 97478Harrisburg , OR 541-995-631 1 AiVl\,4D- relcotruss.com RoofArea =1599.15 li ll 1i i I 2726-18 ESlr[Ar_.r, C>te Project: Elliot Street Location: 6' Window and Door Header'A' Combination Roof And Flor Beam [2009 lntemational Building C0de(2005 NDS)I 3.5 lN x 7.5 lN x 6.0 FT 24F-V4 - Msualty Graded Westem Species - Dry Use Section Adeguate By: 18.7% Controlling Factor: Moment MATERIAL PROPERTIES 24F-V4 - Visually Gnded Western Species Base Values Bending Stress: Fb = 24@ Psi Fb_cmpr= 1850 psi Cd?l.15 Shear Stress: Fv = 265 Psi Cd=l.15 Modulus of Elasticity: f = 18fi) ksi Min. Mod. of Ehsticity: E-min = 930 ksi Comp. I1o672,n' Fc-I= 650 Psi Controlling Moment: 6359 ft{b 3.0 ft from lefi support Created by combining all dead and live loads. Controlling Shear: 4739Ib At support. Created by combining all dead and live loads. Pat Greenwell Drafting & Design 2593 16th St Sprinsfield, OR974T7 SkuCalc Version 8.0.1 13.0 312112019 11:54:52 AM Adjusted Controlled by: Fb'= 2760 psi FV = 305 psi E= E_min'= Fc-I= 18@ ksi 930 ksi 650 psi Cornparisons wilh required sections: Section Modulus: Area (Shear): Moment of lnertia (deflection): Moment: Shear: RE'd 27.65 in3 N.87 in2 77.75 in4 6359 fr-tb 4Zi9 tb Provided 32.81 in3 26.25 in2 173.t5 in4 7547 ft-lb 5333 lb DEFLECTIONS Center Live Load 0.13 lN U570 Dead Load 0.06 in Total Load 0.19 lN L/387 Live Load Deflection Criteria: U360 Total Load Deflection Crfieria'. U24O ft Live Load Dead Load Total Load 2880 tb 2880 lb 1359 tb 13A9 rb 4Zi9 tb 4239 rb 1.86 in 1.86 in Span Length Unbraced Length-Top Roof Pitch Flmr Duration Factor Roof Duration Factor Camber Adj. Factor Camber Required 6fl 0fi 10 12 Notch 1.00 1.15 1.5 0.09 0.00 Side 1 Side 2 40 psf 15 psf 2fr. Roof Live Load Roof Dead Load Roof TributaryWidth RLL = RDL = RTW = 40 p6f 15 psf 14ft FLOOR LOADING Side 1 FLL = 4O psf FDL = 15 psf FTW= I fi WALL = 15 Side 2 Floor Live Load Floor Dead Load Floor Tributary Width Wall Load 40 psf 15 psf 0ft Roof Uniform Live Load: Rmf Uniform Dead Load: Floor Uniform Live Load: Floor Uniform Dead Load: Beam Self Weight: Combined Uniform Live Load: Combined Uniform Dead Load: Combined Uniform Total Load: Total Load: wL-roof = wD-roof = wL-floor = wD-floor = BSW = wL= wD= wT= wT-cont = 640 312 320 120 6 960 ,1"53 1413 141 3 plf plf plf plf plf plf plf plf ROOF LOADING E\rr-fFrtE-q4L- l-rE7t.l4r\- o$ F6.lr\sts'A-TrOA.t Jr-rr.f 5 ?S l?J-.l? WoodChuck E-N G-i-N-E E R-T-fr- 1120 Arthur Street Eugene, Oregon974O2 Office: 541-357-5532 Chuck@WoodChuckEngineeri ng.com lune20,2O79 Proiect L8.266 Uphold Appraisal Team PO Box 23751 Eugene, Oregon 97402 Subject: Permit response 3361 Elliot Ln., Springfield, Oregon Response to plan review; ARCHITECTURAL; Sheet 4. The labeling of the foundation plan requiring a 13-inch wide spread footing is in error. The existing 12-inch wide spread footing is adequate to support the new roof loads. If you would please, revise (or strike out) the specification on sheet 4 of the drawings for the 13-inch wide footing. Beam A. According to our calculations, the existing perimeter foundation is adequate to support the newBeamA. Thetrussesshowareaction of l74l-lb,spacedat24-inchesoncenter. Witha6- foot header length, we calculate a reaction of 2611.5-lb. Using a distributive method in the footing and stemwall, utilizing a 45-degree distribution angle, the actual footing area under the header is approximately 4 square feet. The required bearing area of the 2611.5-lb header reaction is L.74 square feet. Please see the attached calculations. The existing foundation system is adequate to support the new header load (labeled beam A). Thankyouforyourreviewoftheproposedstructure, Pleasecalloremail ifyouhavefurtheranyquestions Respectfully, fl*t->-A /"-t-'a-zl N 65476PE OREGON 11 Du Fault 09:16:35 -07'00' Chuck Du Fault, P.E. WoodChuck Engineering Encl: sheets 1-3 lEFlreelr-srrrl ,{ "1 t t ]t", * 8xB I . '10 t-: 4x8 Job 2726-1A Relco Roof and Floor. lni. Plate Ofisets (X,Y)-- LOADING (psf) TCLL TCDL BCLL BCDL Harisburg, OR - 97446. -14,0 1+O 6,7-4 G.74 sPAGrilG- 2-0-0 Plate Gnp DOL L 1 5 Lumber DOL 1.15 Rep Stress lncr YES code lRC2015/IPt2014 Truss Type Attic 10 00 12 6x8 Truss L&c'a ,t "- Oty Ply 10,5-15 310,11 R5783486514 1 Job Refsence (optronal) 8.220s Nov 16 2018 MiTek lndusrdes, tnc. ThuApr t8 11:25:57 2019 page l lD:PrAXlDELCuwlE0LbodC?5FyHcMZ-jWdDDl ciegTGE&nAc1 V\ro2sqsoNiApAeHEdbOszpVDe '11€-11 14-3{ . 16-9-5 18-G1. 21-10-12 285-0 3}0{1-2-1?.26.5 2-65 1-2.12 3-tG1'1 6-74 16-0 Sale=17606x8 6 3x6 Matrix-MS (t PLATES MT2O GRIP 1 85/1 48 3x6 7 8xB 6x8 Y1 15-0-0 DEFL. Verl(Lt) Vert(CT) Horz(CT) Attic BRACING. TOP CHORD BOT CHORO WEBS 13 10x12 12 1Ox12 6-7 4 6-74 14-3$ i-t -tz 21-10-',t2 286{ 6-74 [2:04-0.&1-4]. [4:0- 1 -1,0-3-8], [6:04-0, Edgej. [B:0-1 -1 ,0-3-81. [1 0:0-4-0.0- 1 4]. [1 2:0-6-0,Edg€], Ir 3:G.6-0. Edge] 25.0 7.0 0"0 10.0 csa. TC BC WB 0.60 0.59 074 Udefl >999 >690 nla 911 in (loc) -0.33 12-13 -0.50 12-130.03 10 -0.20 12-13 Ud 240 180 nla JbU Weightr 245 lb FT = 20% LUMBER. TOP CHORO 2x10 DF SS'Except' 1-3,9- 1 1: 2x4 DF No.1&Btr 2xB DF 2250F 1.9E 'Except' 12-13: 2x12 DF SS 2x4 HF Slud/Std 'Except' 8-12.4-13: 2x4 DF No. l&Btr BOT CHORO WEBS REAGTIONS. (lb/size) 2=1445/0-5-8, 10=1445/0-5-E Max HoE 2:216(LC 6) Max Grav 2-1741(LC 1a). 10=17a1(LC 15) FORCES. (tb) - Max. Comp./Max. Ten - Atl forces 250 (lb) or less excepl when shown TOP CHORD 2-3=-2502,0, 34=-2340/0, 4-5=-1465/68, 5-6=0/586, 6-7=0/585, 7-8=-1467/69. 8-9*2343/0, 9-1 0=-2506/0 BOTCHORD 2-13=0/1988, 12-13=0/1533, 10-12=0/1896\/EBS 8-12=0/1550,+13=011550, 17=-218?t44,3-13=-852/97,9-12=-850/96 Structural wood sheathing directy applied or 4-+ t oc pudrns Rigid ceiling direcuy applied or 8-+9 oc bracing.'l Row at midPt 5ir7 v *; 1+NOTES. 'l) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=120mph (3-second gust) Vasd=gsmph: TCDL=4.2psf; BCDL=3 opsr; h=25ft. Cat. I; Exp B: Enctosed: MV\FRS (envelop€); cantilever Ieft and righl exposed : end vertical 'eft and righl exposed, Lumber DOL=I.60 plate grip DOL=1.60 3) This truss has beon designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 4) ' This truss has be€n designed for a live load of 20.opsf on the bottom chord in atl areas where a rectangle 3-6-0 tall by 2-GO wide will fit b€twe€n the bottom chord and any other mambers. 5) Ceiling dead load (5.0 pso on membe(s). 4-5, 7-8, S-7 6) Bottom chord live load (40.0 psO and additional bottom chord dead load (5.0 pst) applted onty to room. 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V(}'.LtlX; t t*It; UJ : J -l iT dl -***t\ s€Prr. * t2-€>f8 1120 Arthur Street Eugene, Orcgon974Oz Office: 541-357-5532 Chuck@WoodChuckEngineering.com September 24,2OLB Proiectr 18.266 Uphold Appraisal Team Jeff Uphold PO Box 23751, Eugene, Oregon 97402 Subject: Foundation inspection report 3361 Elliot Ln., Springfield, Oregon 97478 PURPOSE AND SCOPE 0ur understanding is that the main floor framing and foundation at the subject address has been retrofitted and you are interested in the structural adequacy of the foundation of the single-story, single-family structure. As requested, WoodChuck Engineering has completed a visual inspection of the foundation at the subject property. The purpose of our investigation was to determine if there are any structural deficiencies in the foundation, and if so, determine a course of action to remedy the deficiencies. We have also evaluated the capacity of the perimeter foundation with respect to various potential loading scenarios. The scope of our services included a visual inspection and this report. Destructive testing was not performed during the investigation. STRUCTURAL HISTORY The investigation consisted of visually examining the foundation, roof, floor elevations, and the exterior of the house. There was no destructive testing conducted in this investigation. This foundation inspection does not include a termite or dry rot inspection. According to online records, the single-story, single-family bungalow style home was originally constructed in 1950. The building sits on a nearly level lot that is vegetated. OBSERVATIONS Framing The roof framing was exposed and consiste d of 2x4 rafters spaced at 24-inches on center. These rafters bear on the attic partition walls, which then bears on the 2x ceiling joists. These ceiling joists are supported by the exterior wall framing and the interior walls and beams. The main floor consisted of post and beam framing and foundation system supporting floor joists. This is all typical construction practice in the era of the original house. The subfloor post and beam system has been recently modified to include 4xB floor beams, spaced approximately 6-feet on center, supported by posts and pre-cast isolated pier blocks, spaced approximately 4-feet on center. We did not provide a level survey of the floor, however, we did a walk-thru of the main floor which indicated that the floor appears to be relatively level and sturdy. The majority of the perimeter foundation system consists of an un-reinforced, cast-in-place concrete stemwall, approximately 6-inches wide and 1B-inches tall. A cast-in-place concrete spread footing, approximately 12-inches wide and 6-inches tall, supports the perimeter stemwall. The base of the footing bears approximately 12-inches or more below exterior grade. During our inspection, we noted a few cracks in the foundation. WoodChuck Engineering Most of the gutter downspouts are routed to the immediate vicinity of the foundation. Two spouts at the southeast end of the house appear to be routed to a subsurface pipe which presumably drains to the street. The Custom Soil Resource Report for Lane County Area lists two types of soil that predominates on or near this property. Soil type 32 -Coburg-Urban land complex, and soil type 7 6 - Malabon-Urban land complex, Type 7 6 is mapped on the property and consists of silty loam over silt loam. Depths of soils are listed from 24 to 62-inches below the surface for the sllt loam, Soil type 3 2 surrounding the property consists of silty clay loam over silty clay over fine sandy loam. Depths of soil profile are listed from l-8 to 52 inches of silty clay and 53 to 65-inches of fine sandy loam. Typically, the extent of soil profiling stops at a depth of 60- inches. SUMMARY AND RECOMMENDATIONS It is our opinion that, due to the retrofitting measures of the subfloor post and beam framing system, the perimeter foundation is adequate to support up to 2-stories and a trussed roof system. Please see the attached calculations that demonstrate the anticipated loading conditions to the perimeter foundation. The analysis of the interior framing and foundation is beyond the scope of this report. Whatever the course of action taken, we do, however, recommend minor remedial measures to help mitigate any potential future settlement of the structure. We recommend installing gutters, down spouts, and perimeter drains for the house and ensure they are draining the water properly away from the residence - not just dumping near the foundation; ensuring the grade surrounding the foundation is sloped away from the house; provide additional water preservation methods - such as planting or mulching near the perimeter of the foundation. These minor remedial measures may help to minimize any seasonal moisture changes in the soil. Continued monitoring of the foundation and interior finishes is recommended. This summary and recommendation is based on a single observation of the structure. It is evident that there has been some settlement and shifting of the foundation and structure, and given the nature of the soils that it bears on, the potential for further movement in the future may be likely. The nature of expansive soils is they swell with increased moisture, and shrink when they dry out. With the decrease in rainfall, and increase in average temperatures, it is our opinion the soils below the foundation could have shrunk, causing the settlement. Often, the re-expansion of the soils does not fully rebound, keeping the foundation in a settled state. Project: 1,8.266 Client: Uphold Appraisal Team Page 2 of 7 September 24,2018 3361 Elliot Ln. WoodChuck Engineering TIMITATIONS OF THIS REPORT This report has been prepared for the exclusive use of Uphold Appraisal Team and their design consultants for the subject existing structures and property. The analysis and recommendations meet standards of care of competent design engineers providing similar services at the time these services were provided. We do not warrant or guarantee these recommendations, site surface, or subsurface conditions. The scope ofour services does not include construction safety precautions, techniques, sequences, or procedures except as specifically recommended in this report. Our services should not be interpreted as an environmental assessment of site conditions. This framing inspection does not include a termite or dry rot inspection. Thank you for the opportunity to be of service. Please call if you have any questions. 65476PE lLL-\:2.(Du Fault 1414):55 4700 Respectfully, /*t\zl Chuck Du Fault, P.E. WoodChuck Engineering OREGON 11 )ires: 12-31-19 Project: 18.266 Client: Uphold Appraisal Team Page 3 of 7 September 24,20L8 3361 Elliot Ln. WoodChuck Engineering Typical perimeter section Typical perimeter section at footing New post and beam near perimeter Typical perimeter stemwall height New post and beam near perimeter Project: 1,8.266 Client: Uphold Appraisal Team Page 4 of 7 September 24,2018 3361 Elliot Ln. f ,. x F, \ t mrq: tJ ./lj ). WoodChuck Engineering Lano ro |r)fu,-esgu frar,.^rq I Sirr,-.., u/ &a-"5 rt1l-,c TMsSCJ 1 120 Arthur Street Bugen!, Orcgon 97,+02 541.357-5532 EpaF [",,ttL Prolect address Date ?. r"1- t& ?.sr to hr LI.rJ Prolect s I t ".T,fft'(r,\cr.,Prl; 616. ' /Drs t ,.(Elil.. , ,er,- . tz6,f ('$(up) * ,"6p-Y r-r.,t \o C i.t .1. ' 3rso JqJ.l , treat fta srlg r|,+ px I'S , 0.61tT fltLL=wT = A.to$( ,Jt.1.c0 ! oJ{ /s1o l* O t(- QJsur;s Th& lT $ha,r( r P,gtf-r-gtl.i fo4wq4rrsl tS rl.0,ld"u,t'f-, C40,t&*, of Su?loa.rrv4 {^^^hti- Ll^aE,rl-rL lr,+qs pft.r-' /+ I sTsL.1 wr"I ,1-7nL + L slrt,-1 !.\:rt ?tL'{ssgJ tJtft *(ro- jlt* S,.rtt*r" & L^A s7Dlt'l tr.*f * t .*'ul1 tr'lrT( 'Blvys' rtt"ta 'ivrtrs.ses t{rof r" 6 lL,' Project: 1-8.266 Client: Uphold Appraisal Team PageT of7 September 24,2018 3361 EIIiot Ln. -t,g-Bdk . t. ,l v*v l2 /,\r WoodChuck Engineering I 120 Arthur Street Eugene, Oregon 97402 541-3 S7.5532 Prorect address L u-., Date lc(.rl 2a ct.L7.{l L t P.ro,ect # v' Lo*o f'o f 6Jt-r'. ce*,r Fon ^rClst*1 ufln,, e*w i-"\rP c-.,5, : /fgs (,('t\tu sc' zo( 'vtfrw cysc' toq${ (s $\[ur' ':: : 'r]' ('l'x' r\lto4( &o (,frt zz4 ('ttpu Fre- .S rze h , g -- LU *rtc tl ,lt (r k\ f rsDfs{ir' o U (L1 tits l+^'i L\i (t &k Srui,-1 (L.idf w /+rnc e,+$LL tuo.- . lqsf Otr) sr.LoC ) &o.' tt1*(G/,t\ L.',llr-t{(r.)Cr .- -'10 (I 3o 21 t5 l.tt t-,+_!.{_ Ftal'r- c) aq() L: o &s ,!r. "*r.*-l OL Project: L8.266 Client: Uphold Appraisal Team Page 5 of 7 September 24,2018 3361 Elliot Ln. __, "-* ,J:*+," .2.t ,r(-J:-81 GA-E-A WoodChuck Engineering L-tlto T11 t6n,tn-.+rtn- F41n^/( 2 s;rrr:*"1 u / Ia^.rsse.s g+ul 1120 Arthur Street Eugene, Oregon 97402 541.3S7.s532 L srer.r A^a6F Prol€ct address Date 1 -z\ -(I Zrft tf l(o q0 s:ur fr -ttt (r (,o 160 '{r Prorect f , t^zr Ber4c "r+".afl I&r,\ a'DF "r ; Irl t h)t'i'fr\.' t^rtu- t,,bv, tu*{ (cg)tr) F,^'u ,I = *t( Do.gr\ " Y.( rf)i J*o J"r, ftt*.o Fia srzE ft, Srrf + 321l.r3q1r*f hrr) ,. o., corv f . Lg=o.cJ(7 -- p, ?t? = 1.c -:-OIL u /x"essus 6 +[ od, tuA' . tl.U{ Qp) Ju:Id( ) a Ito zs1 B', oLs,lt.rrti.ro &t.. Project: 18.266 Client: Uphold Appraisal Team Page 6 of 7 September 24,20L8 3361 Elliot Ln. n6 SMITH Thayne From: Sent: To: Cc: Subject: Attachments: Jeff U phold <jeffu phold @ u p holdappraisaltea m.com > Friday, June 21, 201-9 11:34 AM SMITH Thayne 'Spencer Shoemaker'; 'Joe Gibson' RE: Plan Review 3361 Elliot 1-8.266 - 3361 Elliot Ln - 2019 06 20 - Permit response.pdf Good morning Thayne, So here is the response and calculations for the home on Elliot. Chuck at Woodchuck as said in his response that we are good to go. Can you tell me based on this information, when we can get final approval so that we can continue on the rehab of this home? Thank you and have a great weekend. Jeff U phold LIAT i Jeff Uphold Phone: 547-935-9457 Fax: 541-359-4626 Email: ieffuphold@upholdappraisalteam.com From: SMITH Thayne Imailto:tsmith@springfield-or.gov] Sent: Wednesday, May 22,2019 2:28 PM 1 The Header sizes above the doors and windows will be 6xL2s.