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Home My WebLink AboutPermit Building 2020-01-27OREGON web Address: www.springfield-or. gov Building Permit Residential Structura! Permit Number: 81 1-19-OO2865-STR IVR Number: 811068007645 City of Springfield Development and Public Works 225 Fifth Street Springfield, OR 97477 54t-726-3753 Email Address : permitcenter@springfield-or.gov SPRINGFIETD r& Permit Issued: January 27, 2O2O Category of Construction: Single Family Dwelling Type of Work: Addition Calculated Job Value: $41,146.56 Description of Work: New addition 2 bedrooms, adding doorway into garage. INFORMATION Worksite Address 3784 DOUGLAS DR Springfield, OR 97478 Parcel 180206 1204302 Owner: Address: ARENDT JILL L 3784 DOUGLAS DR SPRINGFIELD, OR 97478 Business Name KENDALL ROBERT BEARD - Primary License ccB License Number 220270 Phone 54L-579-0216 Inspection 1999 Final Building 1260 Framing LO20 Zoning/Setbacks 1110 Footing 1120 Foundation 1160 UFER Ground 1220 Underfloor Framing/Post and Beam 1440 Insulation Ceiling 1530 Exterior Shearwall 1410 Undefloor Insulation 1430 Insulation Wall Inspection Group Struct Res Struct Res 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 Pending Pending Permits explre lf work is not started within 180 Days of iasuance or lf work is suspended for 18O Days or longer depending on the issulng 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 setforth in oAR 952-oo1-oo1o through oAR 952-oo1-O09o. You may obtain copies of the rutes by cailing the center at (so3) 232-L9a7, All Persons or entities performing work under this permit are required to be licensed unless exempted by oRs 7o1.o10(structural/Mechanlcal), oRs 479.540 (Etectricat), and oRs 693.o1o-o20 (ptumbing). Printed oni 7127/20 Page 1 of 2 cr\myReports/reports/,/production/01 STANDARD \r TYPE OF WORK LICENSED PROFESSIONAL INFORMATION PENDING INSPECTIONS SCHEDULII{G INSPECTIONS Permit Number: 81 1-19-002865-STR 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: 811068007645 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 SDC: Improvement Cost - Storm Drainage SDC: Total Storm Administration Fee SDC: Reimbursement Cost - Storm Drainage Fire SDC - New Res Construction Sq Ft fee - enter sq ftg Structural building permit fee Structural plan review fee State of Oregon Surcharge - Bldg (L2o/o of applicable fees) Quantity 1 146.83 t2.4 101.14 336 Total Fees: Fee Amount $s4.10 $ 141.00 $146.83 $t2.40 $101.14 $20.16 $s7o.24 $370.66 $68.43 $1,484.96 Construction Type VB Ptinled on: ll27l2O Occupancy Type R-3 1&2family Unit Unit Gost Sq Ft $L22.46 Tota! Job Value: Job Value $4t,t46.56 $41,146.56 C:\myReports/reports,//production/01 STANDARD Unit Amount 336.00 Page 2 of 2 PERMIT FEES VALUATION INFORMATION SPRINGIIILD Transaction Receipt 81 1 -1 9-002865-STR lVR Number: 81 1068007645 Receipt Number:473638 Receipt Date:112712O City of Springfield Development and Public Works 225 Fifth Street Springfield, OR 97477 54t-726-3753 perm itcenter@spri n gfi eld-or. gov tb OREGON www.springfield-or.gov Worksite address: 3784 DOUGLAS DR, Springfield, OR 97478 Parcel: 1 802061204302 Transaction Units date 1127120 1.00 Ea 1t27t20 1t27t20 'U27120 1t27t20 'U27t20 1.00 Ea 1t27t20 1t27t20 Description Structural building permit fee State of Oregon Surcharge - Bldg (12o/o oI applicable fees) SDC: lmprovement Cost - Storm Drainage 224-00000-425602-1 030 1 00-00000-425002-1 039 20 4 - 0 0000 - 425605-00 0 0 '1 00-00000-424005-1 091 1.00 Ea 821 -00000-21 5004-0000 10'l .14 Amount SDC: Reimbursement Cost - Storm Drainage 61 7-00000-448029-8800 146.83 Amount 6 1 7-00000-448028-8800 12.40 Amount SDC: Total Storm Administration Fee 719-00000-426604-8800 Fees Paid Account code Fee amount $570.24 $68.43 $101.14 $146.83 $12.40 $141.00 $54.1 0 $20.16 Paid amount $570.24 $68.43 $1 0'l .14 $146.83 $12.40 $141.00 $54.10 $20.16 Plan Review - Minor, City 1.00 Automatic Technology Fee 336.00 SqFt Fire SDC - New Res Construction Sq Ft fee - enter sq ftg Payment Method:Credit card authorization: 032822 Payer: KENDALL ROBERT BEARD Payment Amount:$1,114.30 Cashier: Katrina Anderson Receipt Total:$l ,l '14.30 Ptinted: 1127 120 1 .29 pm Page 1 of 1 Fl N_Tra nsactionReceipt_pr tr Ctry or SpRtNcFtELD, oB.EGoN Structural Permit Application i$-ffi225 Fifth Street o Springfield, OR 97477 t PH(541)726-3753 o FAX(541 )726-3689 This permit is issued under OAR 918460-0030. Permits expire if work is not started within 180 days suspended for 180 days. or work is \-dK %@-e"L 'itte'^"'!.-ftr,/.-ttEs - €\slf "d"-.o+"f -FA DEPARTMENT USE ONLY permitno.: l7.OO?frAS Date:t\vAtq FEE SCHEDULE 1. Valuation information S+ Construction type (a) Job description: Occupancy Square feet:7 Cost per square foot: Other information: Type of Heat: Energr Path: ! new [alteration (b) Foundation-only permit? / A Y", E No Total valuation $ ql. t.{G.5 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 l27o surcharge (.12x12a+2b+2cl):$ (e) Subtotal offees above (2a through 2d):$ 3. Plan review fees (a) Plan review (65% x permit fee [2a]):$ Z1O. LA (b) Fire and life safety (65% x permit fee [2a]):$ (c) Subtotal of fees above (3a and 3b):$ 4. Miscellaneous fees (a) Seismic fee, l%o (.01 x permit fee [2a]):$ (b) Tech fee,5%o (.05 x permit fee[2a]+PR fee [3c])$ I'OTAL fees and surcharges (2e+3c+4a+b):$ 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: ! Yes E No CATEGORY OF CONSTRUCTIOI.I ! Govemment ! CommercialEResidential JOB SITE INFORMATION AND LOCATION Job site address: City: gpa71 s t r^-{, er r-State: tDZ y'1{.v tz Subdivision:Lot no.: ReferencelB0 2n V\?-Taxlot:Ot"tlOZ PROPERW OWNER U {C-, Name: Address: ztqlqn oPhone: \Fax: E-mail: Building Owner or Owner's agent authorizing this application; Sign here: E This installation is being made on residential or farm property owned by me or a mcmbcr of my immcdiate family, and is exempt from licensing requirements under ORS 701 .010. CONTRACTOR INSTALLATION Business name p re7r21,a.p (t^4ts7z^*azr) Address: )4UE -= -<;7D+#- City: 3ear-qJz*r>State:i)L Z\PQ )u7' Phonq4f*7 6zq- o2/b Fax: CCB license no, E-rnail Printname: $e*pdzr* R -Beo>n"- INFORMATION Name CCB License #Phone Illectrical Plumbing Mechanical Last cditcd 5-5-2019 BJones G.l,""h\Lr^sLU%t- * [All Aee/s Pnr O, GReENwELL Dnnmuc AND Desrcnl December 23'd, 2o1g Petrichor ConstructionTo: Project lnvoice #: Full Set Drafted Plans for Major Home Addition: (lncludes Six Xerox Copy Sets and .pdf Scans of Final) Home Addition at 3784 Douglas Dr, springfietd (Arendt) Petrichor122019a $435.00 (Make Check forfull amount, Payable to Pat O. Greenwell) 20{9 Pat O. Greenwell Drafting and Design 2593 16h Street Sprihgfield, Oregon 97 4Zl Ph: 541-344-7115 (ceil) Eddress: pagr@efn.org ,p ,l 1,4 0o,lu{ lLt ttl\ \'7/ 1-> r\ C9- Y'?' SPRINGFIELD {6 Transaction Receipt 81 1 -1 9-002865-STR IVR Number: E'l 1068007645 Receipt Number: 473385 Receipt Date:12126119 City of Springfield Development and Public Works 225 Fifth Street Springfield, OR 97477 54t-726-3753 permitcenter@spri ngfield-or. 9ovOREGON www. springfi eld-or. gov Worksite address: 3784 DOUGLAS DR, Springfield, OR 97478 Parcel:'1 802061204302 Transaction Units date 12126119 1.00 Ea Description Structural plan review fee 224-00000-425602-'1 030 Fees Paid Account code Fee amount $370.66 Paid amount $370.66 Paymenl Method: Credit card aulhorization: 01 0750 Payer: kendall beard Payment Amount:$370 66 Cashier: Katrina Anderson Receipt Total:$370.66 Prinled. 12126119 1 l:08 am Page 1 of 1 Fl N_Tra nsactionReceipt_pr ADDRESS:37P'4 t\ u''a-<' Det*oplrn Rgvigw Ghgcklist MAP &TAXLOT =la.-O^ -oL- tZ - a4%2-- PERMIT #:19 - M S - <rtr- tr E G E tr tr E E E IE E A a ffi Enter data into project log Check address on plans is correct Check to see'if LDAP has been issued. LDAP Permit # Read all comments from other work groups to see if anything needs to be considered during structural review. r.lo .r-F.Nt s 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 t.b ra6,us s lf property ls 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) 116 t3trrrrs 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 lf rafter framing, check spans ft _3linches ?16r- r/*t = \' c,?{l.€ lf trusses or rafters are 2112 or 3l!2 pitch, make sure that "duel layers of underlayment required" note gets on plans. Less lhan 2/12 needs to be a membrane roof. Check to see if anything over 4000lbs is bearing down on strip footings. lf so this needs to be enlarged. Fro rssrrtf J Check Hold Downs, highlight hold downs for the inspector Check Foundation Venting ADotlD 9e tP.ccgrLiur- to ao6q <cL'r. PAoA' 'l 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 uphill cut. Check header sizes Check footing sizes Make sure that if rebar is used that it has minimum cover depths. et33, vwtlTv /xoT 1>ef,r€scr'rrr,D o|J PI'A'N 5 Check energy code requirements. Additional energy measure selections : Envelope Enhanceme fi L Conservation Measure{E -*Make sure that insulation called out meets the energy code and if not make note of the required R value. Eil!Ir iA m{I !I a A E E Ea llt E tr fr il, E ts Ett m tr tr tr2 w, dk *On additions/remodels where existing conditions come into play, see code section N1101.3 & table N1101.2 Check tempered glazing (hazardous locations, windows in stairwell, within 24" of door, where a door would open into the glass,etc) Check bedrooms for egress (window sizes, make sure that garage door to house doesn't go into bedrooms) g Check to see if there is a living area above the garage, if so, make riotA bF s'/Frtype X gyp bddrd fire seiparaiion requirement. Check for mechanical equipment protection (bollards) in the garage lf DETACHED garage is being built less than 3ft to existing structure it needs to have U2 gyp 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 alarms/Caidon'lvtono'xid6 alarnis'(look on'electr'cilrl shtetd if there arln't any shown on floor plan) Check wall bracing Checkminimumroomsize ! ;'':'j Make sure that minimum bathroom fixture distances are met Check to make sure stairs meet code check roofing materiall$po.sitlo. !!it{g{ spanish tile, metal, etc.) Chprk for attie acrpss 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 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 Wall Envelope Self-Certification Form (Not required for unheated detached structuresl Moisture Content Acknowledgement Form ' i ' Hish-Efficiencv Liehtins Svstems Oreeon Residential Specialtv Code (ORSC) Noise Ordinance Notice Smoke Alarm Ventilation Requirements for Kitchens and Bathrooms Green Approved Plans Cover Sheet (Found under "Cover" in file cabinet) 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 & call or email application with fees due and attach placard to jobsite set * Enter energy path data from Additonal Energy Measures Table N1101.1(2) into Accela Make sure E! T T H I a B B Signed electrical application received Print out the Fee Schedule and put it with the 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. PIan check items/notes , JOURNAL OR JOB NUMBER: NAME ORCOMPANY: LOCATION: TAX I,OTNUMBER: DEVET,OPMENT TYPE: NEW DWELLING UNITS IMPERVIOUS AREA DIRECT RUNOFF TO CITY STORM SYSTEM A. REIMBURSEMENT COST IMPERVIOUS S.F.x 336.00 B. IMPROVEMENTCOST x ITEM I TOTAL - STORM DRAINAGf, SDC 2. SANITARY SEWER- CITY A. REIMBURSEMENTCOST: NUMBEROFDFU's 0 B. IMPROVEMENTCOST: NUMBER OF DFU's 0 COST PER S.F $0.301 COST PER S.F. $0.437 COST PER DFU $170.s0 COST PER DFU s83.99 NUMBER OF UNITS 0 NI]MBEROFUNITS 0 COST PER FEU sl3s.93 COST PER FEU $1,620.85 COST PER FEU s22.82 ADM. FEE RATE 5% AREADRAINING TO DRYWELL 0 $247.97 s0.00 COST PER TRIP 19.86 COST PER TRIP s317.40 $0.00 $0.00 s247.97 CHARGE $12.40 CHARGE $101.14 CHARGE $146.83 NEW TRIP FACTOR 1.00 NEW TRIP FACTOR 1.00 CITY OF SPRINGFIELD SYSTEMS DEVELOPMENT WORKSHEET l9-002865-DWL ARNENT 3784 DOUGI.AS DR 1802061204302 Residence ITEM 2 TOTAL. CITY SANITARY SEWER SDC A. REIMBURSEMENT COST: x x x x x ADT TRIP RATE 9.57 B. IMPROVEMENTCOST: ADT TRIP RATE 9.57 xx xx ITEM 3 TOTAL - TRANSPORTATION SDC 4. SANITARY SEWER - MWMC A. REIMBURSEMENTCOST: NUMBER OF FEU'S 0 B. IMPROVEMENT COST: NUMBEROFFEU's 0 C. COMPLIANCECOST: NUMBER OF FEtls 0 x MWMC CREDIT IFAPPUCABLE (SEE REVERSE) MWMC ADMINISTRATIVE FEE ITEM 4 TOTAL - MWMC SANITARY SEWER SDC SUBTOTAL (ADD ITEMS 1,2,3, & 4\ SUBTOTAL $247.97 x TOTAL STORM ADMINISTRATION FEE TOTAL SEWER ADMIMSTRATION FEE : TOTAL TRANSPORTATION ADMINISTRATION FEE: TOTAL MWMC ADMINISTRATION FEE - IOCAT 0 0SIZE,l MAX45% sl0l.l4 s0.00 $0.00 $0.00 $0,00 s260.37 r09 I t092 1093 1094 I 054 I 055 1054 1056 t077 a El !oO* Fo I! r', 079 078 PREPARED BY DATE TOTAL SDC CHARGES I tr\4PER\rIorJS s-F. I 336.00 DRAINAGE FIXTURE UNIT CALCULATION TABLE NUMBER OF NEW FXTURES X UNIT EQUIVALENT = DRAINAGE FXTURE T,NITS CArcUI.A.TE ONLY T}TE NET ADDITIONALFOR NO. OF I.INIT FIXTURE TYPE NEW D ALENT MISCELLANEOUS DFU TYPE NUMBER OF EDU'S 20 TOTAL DRAINAGE FIXTURE UNITS toa unit set at 167 MWMC CREDIT CALCULATION TABLE: BASED ON COUNTY ASSESSED VALUE *EDU DRAINAGE FIXTURE LINITS 0 1979 $5.29 $5.19 $5.12 $4.98 $4.80 $4.63 $4.40 $4.07 $3.67 $3.22 $2.73 $2.2s $1.80 IS LAND ELGIBLE FOR ANNEXATION CREDIT? (Enter I for Yes, 2 for No) IS IMPROVEMENT ELGIBLE FOR ANNEX. CREDIT? (Enter 1 for Yes, 2 for No) BASE YEAR CREDIT FOR LAND (IF APPLICABLE) 0 VALUE/ IOOO $0.00 CREDITRATE $s.29x CREDIT FOR IMPROVEMENT (IF AFTER ANNEXATION) VALUE / IOOO CREDIT RATE $0.00 x $5.29 TOTAL MWMC CREDIT$1.59 $1.45 $1.25 $1.09 $0.92 $0.72 $0.48 $0.28 $0.09 $0.0s 0003BATHTUB 0 1 0DRINKING FOUNTAIN 0 0 0 3 0FLOOR DRAIN 0003INTERCEPTORS FOR GREASE / OIL / SOLIDS / ETC. 0 6 0INTERCEPTORS FOR SAND / AUTO WASH / ETC.0 0 0 2 0LALTNDRY TUB 0003CLOTHESWASHER / MOP SINK 0 6 0CLOTHESWASHER - 3 OR MORE (EA)0 00012MOBILE HOME PARK TRAP (I PER TRAILER) 1 0RECEPTOR FOR REFRIC / WATER STATION / ETC.0 0 0 0 3 0RECEPTOR FOR COM. SINK / DISHWASHER / ETC. 0002SHOWER, SINGLE STALL 0 2 0SHOWER, GANG (NUMBER OF HEADS)0 0 0 3 0SINK: COMMERCIAL/RESIDENTIAL KITCHEN 0002SINK: COMMERCIAL BAR 2 0SINK: WASH BASIN/DOUBLE LAVATORY 0 0 0 0 1 0SINK: SINGLE LAVATORY/RESIDENTIAL BAR 0 0 5 0URINAL, STALL / WALL 0 6 0TOILET, PUBLIC INSTALLATION 0 0 0 3 0TOILET, PRIVATE INSTALLATION 0 ANNEXED CREDIT RATE/$1,OOO ASSESSED VALUE BEFORE 1979 1979 1980 1981 1982 I 983 l 984 1985 1986 1987 1988 1989 1990 t99t 1992 t993 1994 I 995 t996 1991 1998 1999 2000 2001 0 loOrnorrar- Exru12.1 M rrsu n-€ ENERGY EFFICIENCY TABLE N1101.1(2) ADDITIONAL MEASUBES For SI: 1 square foot = 0.093 m2, 1 watt per square foot = 10.8 Wm2. a. Appliances located within the building thermal envelope shall have sealed combustion air installed. Combustion air shall be ducted directly from the outdoors. b. A1l ductjoints and seams sealed with listed mastic; tape is only ailowed at appliance or equipment connections (for service and replacement). Meet sealing criteria of Performance Tested Comfort Systems program administered by the Bonneville Power Administration (BPA). c. Residential water heaters less than 55 gallon storage volume. d. A total of 5 percent of an HVAC system's ductwork shall be permitted to be located outside of the conditioned space. Ducts located outside the conditioned space shall have insulation instailed as required in this code. e. The maximum vaulted ceiling surface area shall not be geater than 50 percent of the total heated space floor area unless vaulted area has a U-factor no greater than U-0.026. f. Continuous air barrier. Additional requirement for sealing of all interior vertical wall covering to top plate framing. Sealing with foam gasket, caulk or other approved sealant listed for sealing wall covering material to structural matedal (example: gypsum board to wood stud framing). g. Table NI 104.1(1) Standard base case design, Code UA shall be at least 8 percent less than the Proposed UA. Buildings with fenestration less than 15 percent of &e total vertical wall ?[ea may adjust the Code UA to have 15 percent of the wail area as fenestration. o E o(E 0) =b9 E59E k-EFOEOuJ- o CLo E c lU 'High efficiency walls Exterior walls-U-0.045iR-21 cavity insulation + R-5 continuous 2 Upgraded features Exterior walls-U-0.0571R-23 intermediate or R-2 I advanced, Framed fl oors-U-0.026/R-3 8, and Windows-U-0.28 (average UA) J Upgraded features Exterior walls-U-0.055/R-23 intermediate or R-21 advanced, Flat ceilingc-U-0.0 1 7/R-60, and Framed fl oors-U-0.026/R-38 4 Super lnsulated Windows and Attic OR Framed Floors Windows-U-0.22 (Triple Pane Low-e), and Flat ceilinge-U-0.0 1 7/R-60 or Framed fl oors-U-0.026/R-3 8 5 Air sealing home and ducts 62.2, ao.d 6 High elficiency thermal envelope UA9 Proposed UA is 87o lower than the code UA 0, o6^oo =trtro.986-s> .O/ "@golE\o A High efficiency HVAC systema Gas-fired furnace or boiler AFAE 94Vo, or Air source heat pump HSPF 9.5/15.0 SEER cooling, or Ground source heat pump COP 3.5 or Energy Star rated B Ducted HVAC systems within conditioned space All ducts and air handlers contained within building enveloped Camot be combinedwith Measure 5 'c\Ductless heat pump Ducfless heat pump HSPF 10.0 in primary zone of dwellihg D High efficiency water healerc Natural Electric gas/propane water heater with tlEF 0.85 OR heat pump water heater Tier 1 Northern Climate Specification Product 2017 OBEGON RESIDENTIAL SPECIALTY CODE 435 Tt.rrsg 4r-* .J - ,-TSE Engineering Re: J1052553 PP - Petrichor Construction Tri-State Engineering, lnc. 12810 NE 178th Street Suite 218 Woodinville, WA 98072 425.481.6601 The truss drawing(s) referenced below have been prepared by Tri-State Fngineering under my direct supervision based on the parameters provided by The Truss Company (Eugene). Pages or sheets covered by this seal: I13125328 thrull3l25329 My license renewal date for the state of Oregon is December 31,2020. fl822PE OREqON 7il6t82 January 3,2020 Terry Powell The seal on these drawings indicate acceptance ofprofessional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. Job J1 052553 Truss AlGE Truss Type Scissor oty I Plv PP - Petrichor Construction .lob Reference {ootionall 113125328 The Truss Company (Eugene), Euggne, OR- 97402,Run: 8.33S Dtr 52019Print: 8.330SDec 520'l9MiTeklndustries, lnc.ThuJan0219:24:34 lD:XT2kjmYFjLsrC?Rz0syJiGzlhd-6oqd9cWylgi3PEiHDiMwtTEGb_9RzxqplzumTjzlYj Page:1 2-0-0 1 4-0-0 125r 4 1 4-0-0 1 4-0-0 4x4= I 8 10 7 11 b 12 5 13 14 N @ @ 3 15 o 2 3L 12 16 3x4 -- 3qg-0 tt o 17 3x4 '- o-rsj 27-6-8tt 0-5-8 I 3-6-8 Scale = '1:58.6 1 3-6-8 tl 0-5-8 Plate offsets (X, Y): [2:0-3-1 0,0-0-1 4], [1 6:0-3-1 0,0-0-1 4] Spacing Plate Grip DOL Lumber DOL Rep Slress lncr Code 2-0-0 '1.1 5 1.15 YES rRc2015/TPr2014 csr TC BC WB Matrix-MSH 0.28 0.19 0.07 DEFL Vert(LL) Vert(CT) Horz(CT) in (loc) -0.02 30-33 -0.04 30-33 0.00 16 l/defl >999 >999 nla L/d 240 180 nla Loading TCLL (Roof Snow = 25.0) TCDL BCLL BCDL LUMBER TOP CHORD BOT CHORD OTHERS BRACING TOP CHORO BOT CHORD REACTIONS FORCES (psO 25.0 PLATES MT2O GRIP 2201195 RENEI{S: 12t31t20 January 3,2020 8.0 0.0' 7.0 2x4 DF No.2 2x4 DF No.2 2x4 DF Stud Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. (lb/size) 2=369128-0-0,16=369/0-3-8, 18=524128-0-0, 1 9=-1 58/28-0-0, 20= 1 68/28-0-0, 21 =93128-0-0, 22=1 10 128-0-0, 23=1 09128-0-0, 24=7 5 128-0 4, 25= 1 09 128-0-0, 26= 1 I O 128-O-0, 27 =93 128-0-0, 28=1 68/28-0-0, 29=-1 58i28-0-0, 30=524 I 28-0 -0, 3 1 =369/28-0-0 Max Horiz 2=95 (LC 10),31=95 (LC 10) Max Uplift 2=-80 (LC 6), 16=-93 (LC 1 1 ), 18=-134 (LC 1 1), 19=-161 (Lc 18), 20=-42 (tC 11'1,21=-2a IC 11), 22=-30 (LC 1 1 ), 23=-23 (LC 1 1 ), 25=-2s (LC 10), 26=-30 (LC 10), 27=-24 (Lc 10), 28=-42 (LC 10), 29=-161 (LC 17),30=-138 (LC 10), 31=-80 (LC 6) Max Grav 2=369 (LC 1), 16=369 (LC 1), 18=525 (LC 18), 19=39 (LC 1 1), 20=188 (LC 18),21=135 (LC 18), 22=149 (tC 18), 23=153 (LC 18), 24=132 (Lc 1 1 ), 25=1 53 (Lc I 7), 26=149 (LC 171,27=135 (tC 17\, 28=188 (LC 17),29=41 (Lc 1ol, 30=525 (LC 17),31=369 (LC 1) (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2=0 151, 2-3---1 401 1 59, 34=-1 57 I 1 05, 4-5=-88/1 08, 5-6=-105/1 21, 6-7 =-102h31, 7-8=-103/143, 8-9=-103/153, 9-1 0=-1 03/149, 1 0-1 1 =-1 03/1 31, I 1 -12=-10211 10, 1 2-13=-10519 1, 1 3-1 4=-88/66, 1 4-15=-1 57 n 1, I 5-1 6=-1 40/33, 16-17 =0151 BOT CHORD 2-30=-1781123, 29-30=0/95, 28-29=011 1 4, 27 -28=01 109, 26-27=01 1 1 1, 25-26=011 10, 24-25=OlI 10, 23-24=011 10, 22-23=011 10, 21-22=011 1 1 , 20-21=0h09, 19-20=011 14, 1 8-1 9=0/97, 16-18=01121 WEBS 9-24=-87128,8-25=-133137,7-26=-129141, 6-27 =-123136, 5-28=-1 44153, 4-29=-?7 185, 3-30=-374l1 s1, 10-23=-1 33/35, 1 1 -22= - 1 29 I 4 1, 1 2-2 1 = - 1 231 36, 13-20=-1 44152, 1 4-19=-25185, 1 5-1 8=-374l1 50 NOTES 1) Wind: ASCE 7-10; Vult=120mph (3-second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. ll; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever 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 lndustry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPl 1. 3) TCLL: ASCE 7-10; PF25.0 psf(flat roofsnow); Category ll; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 1-4-0 oc. 114 lb FT = 20% 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. '10) All bearings a'e ?siumed to be DF No.2 crushing capacity of 025 psi. 'I 1 ) Bearing at joint(s) 16 consider: pardllel to grain vaiLr using ANSI/it I I a,rgie to grain formula. Building designer sh^uld verify capacity of bearing surfac l- 1 2) Provide mechanical connection (bv omcrs) of truss to bearing plate capable of withslndirJ 30 lb uplift at ,oint 2, 25 lb uplifi .'r joini 25, 30 lb uplift at joint 26, 2q lD uplift at joint 2' . 42 lb uplift al joiht 23, : 3 1 lb upl-1 at joint 29, 138 lb uplift at joint 30, 23 lb opift at joint 23. j0 lb uplift at joint 22, 24 !b uplift at joinl21, 42lb upli: al joint 20, 161 lb upil( at joint 19. 134 lb uplift at.iomf lS, 93 lb uplift a' j.i^t 1 ^ "nd 80 lb up"ft at ;)int 2. 13) This truss is des'gnec in accordance with the 20r 5 lnternational Residential Code sidi-r.s R502.'1'1.1 and R802.10.2 and referenced star'dard ANSI/TPI 1. OBEQON 7'1 6182 I WnANWe - Veriry design paarcte9 dnd READ NOTES ON TH\S AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek conneclors. This design is based only upon parameters shown, and is lor an individual building component. Applicabilily of design paramenters and proper incorporatlon of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of indavidual web members only. Additional temporary bracing to insure stability during conslruclion is the responsibillity ol the erector. Additional permanenl bracing of the overall struclure is the responsibility ol the buildrng desEner. For general gurdance regarding labncatron. quality contol. slorage. deftvery. erecton and bracing. consull ANSUTPI1 OuEllty Cdbria, DSB-E9 8nd BCSII BulldlnO Componml Sahty lnbmrlpn available from Truss Plale lnstirute, 583 O'Onofno Drive, Madason, W 53719. A theTRUSSco. rxc. 1 28-0-0r -2{-0 r 1 4-0-0 r 30{-0 r ' 2-o-o ' )q IJ 26 22 21 28 20 1929 1830 24 5x5= Job J 1 052553 Truss AlGE Truss Type Scissor otv 1 Ply I PP - Petrichor Construction Job Reference (ootional) t13125328 The Truss Company (Eugene), Eugene, OR - 97402, LOAD CASE(S) Standard Run: 8.33S Dec 52019Print: 8.330SDec 520l9MiTeklndustries, lnc.ThuJan02 19:24:34 lD:xT2kjmYFjLsrC?RzosyJiGzlhd-6oqdgcwylgi3PEiHDiMw'tTEGb-9RZxqplzumTjzlYj Paget 2 I weattnrc - vetty d6ign pamreteg and READ NoTEs oN THts AND )N)LUDED MITEK REFERENCE ZAGE Mil-7473 BEFORE :JSE. Design valid for use only with MiTek connectors- This design is based only upon parameters shown, and is lor an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shownjs for lateral support of andividual web members only. Additional temporary bracing to insure stabalily during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the buildang designer. For general Ourdance reoardrnq labricatron, quality control, storage, delivery. erection and bracrng. consult ANSUTPII Quality Cdteda, DSB49 snd BCSIl Building Component S8bly lnfomaton avaalable from Truss Plale lnslilute, 583 D'Onofrio Drive, Madison, wl 5371 9. A theTRUSSco.:Nc. Job J1052553 The Truss Company (Eugene), Eugene, OR - 97402,Page:1Run: 8.33 S Oec 5 2019 Print: 8.330 S Oec 5 2019 MiTek lndustries, lnc. Thu Jan 02'19:24i36 lD:TSAU8SaVFZ6ZRJbLBH?nnhzzlhb--238?-zSpuDVur?2SYQs2JOrPbPhVblPDBs-HUzlYf Qtv 6 Ply I PP - Petrichor Construction Job Reference (ootional) t1312s329 Truss M Truss Type Scissor 2-0-0 7-5-15 7-5-1 5 2-0-06-6-1 6-6-1 4x6 [ 4125r JJ l1 3x4 .. 17 1g 3x4 -- 5 I "f 1 MT18HS 6x10 = 2 10 'l.5x4 r 8 1.5x4 r 3L 12 b YI 1 7 3x8 =3x8 = 7 -0-7 Scale = '1:58.6 Plate Offsets (X, Y): [2:0-1-10,0-0-10], [6:0-1-10,0-0-10], [9:0-5-0,0-3-41 Spacing Plate Grip DOL Lumber DOL Rep Stress lncr Code 2-04 1.15 1.15 YES rRC201s/TPt2014 csr BC WB Matrix-MSH 0.67 0.75 0.74 DEFL Vert(LL) Vert(CT) Hoz(CT) in -0.54 -0.89 0.57 (loc) 8-9 8-9 6 l/defl >61 7 >376 nla Ud 240 180 nla Loading TCLL (Roof Snow = 25.0) TCDL BCLL BCDL (psO PLATES N4T2O MT18HS GRIP 220t195 2201195 25.0 8.0 0.0- 7.0 LUMBER TOP CHORD 2x4 DF 2400F 2.0E BOT CHORD 2x4 DF No.'l&Btr WEBS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 3-4-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-7-12 oc bracing. WEBS 1 Row at midpt 5-9, 3-9 REACTIONS (lb/size) 2=125210-5-8,6=125210-54 Max Horiz 2=95 (LC 10) Max Uplift 2=-188 (LC 10),6=-188 (LC 11) FORCES (lb) - Maximum Compression/Maximum Tension TOP C H ORD I -2=O I 5 1, 2-3= 47 92 1620, 3 - I 7 =-354 4 I 298, 4- 1 7 =-3 464 1320, 4- 1 8=-3 464 1337, 5-1 8=-3s44l31 5, 5-6=-47921492, 6-7=0151 BOT CHORD 2-10=$0014473, 9-10=-60214488, 8-9=-382/4488, 6-8=-381 I 4473 WEBS 4-9=-14512222,5-9=-1364/389,s-8=0/204, 3-9= - 1 364 137 2, 3 -1 O=0 120 4 NOTES 1) Wind: ASCE 7-10; Vult=120mph (3-second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. ll; Exp B; Enclosed; MWFRS (envelope) exterior 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-'10; Pts25.0 psf (flat roof snow); Category ll; Exp B; Partially Exp.; Ct=l.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) All plates are MT20 plates unless otheMise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8) All bearings are assumed lo be DF No.2 crushing capacity of 625 psi. 9) Bearing atjoint(s) 2,6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) oftruss to bearing plate capable of withstanding 188 lb uplift at .ioint 2 and 188 lb uplift at joint 6. 1 1 ) This truss is designed in accordance with the 2015 lnternational Residential Code sections R502. 1'1. 1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Weight: 110 b Ff = 20% ul8t82 I WnnUWe - V.rW design paarete9 and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mtl-7473 BEFORE USE. Design valid for use only with MaTek connectors This design is based only upon parameters shown, and is for an individual building component Applicability of design paramenters and p.oper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral suppon of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the ereclor. Additional permanent bracing of lhe overall structure is the responsibility ol the building designer. For general guidance regarding labricarion, quality control. sloraoe. delNery, erecrion and bracrng, consull ANSUTPI1 Qualtty Crlteft, DSB49 snd BCSI1 Bulldlno Component S8bly lnbm8tlon available from Truss Plale Instilute, 583 D'Onofrio Drive, Madison, wl 53719. A theTRUSSco. nrc. 14-0-0 20-6-1 , 27-Q.9 19i9-o0-5-8 7-5-156ffi0-o-r | 6-6-1 I 0-5-8 RENEIUS: 'tzt31t2o January 3,2020 ( 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. o-1 For 4 x2 orientation, locate plates 0- riro!' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. 'Plate location details available in MiTek 20120 softArarc 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. IATERAL BRACING LOCATION lndicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING lndicates location where bearings (supports) occur. lcons vary but reaction section indicates joint number where bearings occur. lndustry Standards: ANSI/TPIl: National Design Specification for Metal Plate Connected Wood Truss Construction.DSB-89: Design Standard for Bracing.BCSIl: BuildingComponentSafetylnformation, Guide to Good Practice for Handling, lnstalling & Bracing of Metal plate Connected Wood Trusses. theTRUSSco. rNC. Numbering Systern A General Safety Notes | 6-a-8 t dlmcnalons rhown ln ft.ln.crxtccntho (Drawings not to sci.lL) 2 TOP CHORDS c 1-2 6 BOTTOM CHORDS 7 6 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 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-131 1, ESR-I 352, ER-5243, 96048, 9730, 95-43, 96-31, 9667A NER-487, NER.561 951 1 0, 84-32, 96-67, ER-3907 , 9432A O 2006 MiTek@ All Rights Reserved Failure to Follow Could Cause Propefty Damage or Personal lnjury 1 . , \ddiliJna. slability bracing for lruss system, e.g. .liagoria! or X-bracing, is always required. See BCS|1. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves ,,1-y require bracing, or alternative T, l, or Eliminator tlracrng should be considered. 3. , levcr exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to lhe 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. Knols and wane al joint locations are regulaled by ANSUTPI '1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture contenl of lumber shall not exceed 1 9% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative trealed, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of lruss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plaling requirements. 1 2. Lumber used shall be of the species and size, and In all respects, equal to or better lhan that specified. 1 3. Top chords must be sheathed or pudins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 'I 5. Connections not shown are the responsibility of others. 16. Do not cut or aller 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 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/TPl I Quality Criteria. 3 c2-3 4oE IO o-oF oto-O (LoF 5 WEBS 5 O I 1 l-t-T I Bg.6.rr- eo,\_eS RoFct AmlrfrAdrHion Locdi,n: l{eur Garage Doorray Fbader A' RodBem lZlf5ffierrdind 8rrlHnrg Codq20f 5 ilDs)l 3.5 lN x 5.5 lN x 3.0 FT f2 - Dougla+Fir-Lanfi - Dry t se Sectbn Adeguate By: 103.8% ConfOmtp Fffi fknent Greenrei DrdEg&th*p 16th Street SprirqfieH, OR974r/ StruCak Version 10-0.1.6 12n9,m1911:18:10AM V Liw Load 0.Ol !N L4557 Dead Load 0.01 inTGtLd 0.02 rNUlrrS tire lod Defiedbn Qbia: tll40 Criterb: Ulfl)TelLoad REACTIO}IS Live Load Ded Load Total Losd Bearins L.ensth A 9m 39a 129/. 0.59 b b b in E 9(x) 394 1294 0.59 tb b lb in Spank{r!frr 3 ft Unbraced t"ength-Top 0 ft Unbraced LengttrBottom 0 ftRodPllttr 5 :12 ,| MATERIAL PROPERTIES if,Z - Oqrgk+ir{rrc r Bending Stress: Slmr$rcss: Modulus of EhsticfrS ComP. r6 6r"tn' BaseValues f!= qn psi Wl.15CF-|.30Fv= 180 psi *r.15 f = 16fi) ksi Fc-r= 625 psi AdusbdFb'= 1346 psi Fr/= m7 Fi f= 16(X) ksi Fc-!= 625 psi Pmvtlsrl 17-55 in3 19.25 in2 l|8.53 in4 1979 fiS 2657 b CfmboEmglomert 9/1 t& 1.5 t fiom bfr support Created by combining all dead and live loads. Cortolingslmc -r29{D Atsnppo* Crcated by combining all dead and ftve bads. Cornprfsons wild ruqrfnO sectiore: Sect*n ltHulns: Area (Shear): Moment of lnertia (dellection): llloment Shear Reo'd 8-66 io3 9.38 in2 4.91 in4 971 ft-tb -1294 lb ROOF LOAI'IIIG Side One; RodLiue toed: RodDed Lod: TrbutaryWklth: Skte Two: Rooflire Load: RodDed Load: TributaryWidth: l-l= flL = TW= 4() p€f f5 p€f 14 fi ll= DL= ll/\f = /O psf fS p6f 1fr Ytla[ l-oad:WALL = 15 pE SLOPE'PITGH AT}JUSTEO LENGTHS AND LOADS Adiusted Beam Lengith: B€drSdf Woiilrt Besn thibrm Liue l-ed: Beam Unibrm tlead Load: Total Unibrm Load: La{ = BSW= uL= wD_4 = wT= 3ft4N 600 plf 2fr1 plf 863 plf L()AI'IIKi DIAGRAI Proiect Arendt&Eilion l-ocatirn: l,lety Be&mm Uvinrlow tbder.g, RodBsn [2015 lnt€metioilat Buildng Code(20i5 NDS)! 3.5 lN x 7.25 lN x 5.0 FT *e -Dougtas.Fk{-arc*r - &y LlEe SedimAd€quahBf fg.S% Contrdftg Facior ttoment Span LerErth S ftUrtr*edten$rfq O fr Unbrmd Lengffr-Bofiom O ft Roof Pitch 5 :12 Roof Duration Factor 1.1S IAIERAL PROPERNES l[2 - Doughs-Fir-Lardr Gleerrrefl Drarung & Itesign t6th Srueet $rhgneE, OR gm $nfabVesion i0.0.i.6 121?3m191121:O3AH V Bendl1g $resr ShearStross: ilodr*rs of Eladi:tty: CorP.IbGrah: Base ValuesFb= Cn FaCd-r-15Cft|.fiFv= 180 psi G|.15f= 16mk$Fc-I= 6a5 psi AdiusGdFb'= f3{6 pd Ft'= 207 psi f = td)O lcBiFc-!= 6aS p6i PlorttEd 30.66 in3 2s.38 il2 111-15 Lrr 3438 ftJb 3502 h eontrollang lornent ZgZ ft-b 2.5 ft fr,orr left spport Cle*OWcornHntug andeadand h.e lo*. Contdlltrg Shear: -2301 tb At support. Crcded by con[*ning a[ deed and [E lo*. Cornperlsons witir required sectons: Section Modulus: Arca (Stear): Liloment of lnerth (def,ectirn): Moment Shear: Reod 25.65 in3 1468 inz 2127 il 2877 fi$ -2301 h Liue toad Dead LEd Total Load o.G, til1fl188 0-G2 h 0.07 tN u824 Live 1-l1l40 Total Cdte&: U18O Liue Load Dead Load Total Load r600 701 2&1 tb 16(x) tbrb 701 bb 2301 bh 1.05 h RoofLiueLoad: !l= RoofDeadLoad: Ilt= Tiluteryuhfr: fyU= SideTnu RoofLiveLoad: lL= Rodllead Load: Ilt= Tftutarywimr: TW= 40 psf f5 ps{ 14ft /t0 psf 15 p€f 2ft. Load:WALL= 15 Aql#Bearn tergflh:la{= 5BSW= 6 vrL = BO uo_ad= 28,wT= W1 fi plf plf ptr Beam Self WeQht: Beam Unibrm Liw Load: B€ilr Uniltn n tld Lmd: t flibrm