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Home My WebLink AboutPermit Building 2020-01-30 (2)SPRINGFIELD +� OREGON Web Address: www.springfield-or.gov Building Permit Residential Structural Permit Number: 811-19-002544-STR-01 IVR Number: 811086407813 Permit Issued: January 30, 2020 TYPE OF WORK Category of Construction: None Specified Submitted Job Value: $46,780.80 City of Springfield Development and Public Works 225 Fifth Street Springfield, OR 97477 541-726-3753 Email Address: permitcenter@springfield-or.gov Type of Work: None Specified Description of Work: New detached garage for ADU JOB SITE INFORMATION Worksite Address Parcel Owner: RISLOV BENJAMIN & 3723 JASPER RD Springfield, OR 97478 3727 JASPER RD 1802061309500 SCHAEFFER EVA Address: 3727 JASPER RD SPRINGFIELD, OR 97478 Springfield, OR 97478 LICENSED PROFESSIONAL INFORMATION Business Name HARRISON JACOBSON INC - Primary Inspection 1999 Final Building 1260 Framing 1020 Zoning/Setbacks 1110 Footing License License Number Phone CCB 66447 541-689-7762 PENDING INSPECTIONS Inspection Group Struct Res Struct Res Struct Res Struct Res Inspection Status Pending Pending Pending Pending 1712 Fire Sprinkler Underground Struct Res Pending SCHEDULING INSPECTIONS Various inspections are minimally required on each project and often dependent on the scope of work. Contact the issuing jurisdiction indicated on the permit to determine required inspections for this project. Schedule or track inspections at www.buildingpermits.oregon.gov Call or text the word "schedule" to 1-888-299-2821 use IVR number: 811086407813 Schedule using the Oregon ePermitting Inspection App, search "epermitting" in the app store Permits expire if work is not started within 180 Days of issuance or if work Is suspended for 180 Days or longer depending on the 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. ATTENTION: Oregon law requires you to follow rules adopted by the Oregon Utility Notification Center. Those rules are set forth in OAR 952-001-0010 through OAR 952-001-0090. You may obtain copies of the rules by calling the Center at (503) 232-1987. All persons or entities performing work under this permit are required to be licensed unless exempted by ORS 701.010 (Structural/ Mechanical), ORS 479.540 (Electrical), and ORS 693.010-020 (Plumbing). Printed on: 1/30/20 Page 1 of 2 C:\myReports/reports//production/01 STANDARD Permit Number: 811-19-002544-STR-01 Page 2 of 2 PERMIT FEES Fee Description Quantity Fee Amount Technology Fee $58.15 Plan Review - Minor, City 1 $141.00 SDC: Total Storm Administration Fee 17.71 $17.71 SDC: Reimbursement Cost - Storm Drainage 144.48 $144.48 SDC: Improvement Cost - Storm Drainage 209.76 $209.76 Fire SDC - New Res Construction Sq Ft fee - enter sq ftg 960 $57.60 Structural plan review fee $402.57 Structural building permit fee $619.34 State of Oregon Surcharge - Bldg (12% of applicable fees) $74.32 Total Fees: $1,724.93 VALUATION INFORMATION Construction Type Occupancy Type Unit Amount Unit Unit Cost Job Value VB U Utility, misc. 960.00 Sq Ft $48.73 $46,780.80 Total Job Value: $46,780.80 Printed on: 1/30/20 Page 2 of 2 C:\myReports/reports//production/01 STANDARD L GFIELD OREGON Transaction Receipt 811-19-002544-STR-01 IVR Number: 811086407813 Receipt Number: 473682 Receipt Date: 1130120 www.spdngfield-or.gov Worksite address: 3723 JASPER RD, Springfield, OR 97478 Parcel: 18020613095 00 Transaction Units date 1/30/20 1.00 Ea 1/30120 1.00 Ea 1/30/20 1.00 Ea Description Structural building permit fee ------ - State of Oregon Surcharge - Bldg (12% of applicable fees) Plan Review - Minor, City 1/30/20 1.00 Automatic Technology Fee City of Springfield Development and Public Works 225 Fifth Street Springfield, OR 97477 541-726-3753 permitcenter@springfield-or.gov Fees Paid Account code Fee amount Paid amount 224-00000-425602-1030 $619.34 $619.34 821-00000-215004-0000 $74.32 $74.32 100-00000-424005-1091 100-00000-425002-1039 $141.00 $141.00 204-00000-425605-0000 $58.15 $58.15 1/30/20 960.00 SgFt Fire SDC - New Res Construction Sq 100-00000-424005-1091 $57.60 $57.60 Ft fee - enter sq ftg 1/30/20 144.48 Amount SDC: Reimbursement Cost - Storm 617-00000-448029-8800 $144.48 $144.48 Drainage 1/30/20 209.76 Amount SDC: Improvement Cost - Storm 617-00000-448028-8800 $209.76 $209.76 Drainage 1/30/20 17.71 Amount SDC: Total Storm Administration Fee 719-00000-426604-8800 $17.71 $17.71 Payment Method: Credit card Payer: HARRISON Payment Amount: $1,322.36 authorization: 310362 JACOBSON INC Cashier: Katrina Anderson Receipt Total: $1,322.36 Printed: 1/30/20 11:28 am Page 1 of 1 FIN_TransactionReceipt_pr Structural Permit Application SPRINGFIELD DEPARTMENT USE ONLY CITY 6 SPRINGFIELD, OREGON L Permit no.:W/-— ZSyc 225 Fifth Street ♦ Springfield, OR 97477 • PH(541)726-3753 ♦ FAX(541)726-3689 OREGON Date: This permit is issues under OAR 918- -0030. Permits expire if work is not started within 180 days of issu nee or if work is suspended for 180 days. LOCAL GOVERNMENT APPROVAL This project has final land -use approval. Signature: Date: This project has DEQ approval. Signature: Date: Zoning approval verified: ❑ Yes ❑ No Property is within flood plain: ❑ Yes ❑ No CATEGORY OF CONSTRUCTION Nuzesidential ❑ Government ❑ Commercial JOB. SITE INFORMATION AND LOCATION Job site address: 3,7 a oe� Q 1 City: J, y e IS J State: O 4 ZIP.,37Y Subdivision: I Lot no.: Reference: Taxlot Sn G PROPERTY OWNER 1 Name: �epj GN+� n ('�: S(a1i 4i: S�G� �t✓ Address: 7 - { /2JQ City: StateIDA ZIP. 7Y Phone: Fax: - - E-mail: Building Owner or Owner's agent authorizing this application: Sign here: ❑ This installation is being made on residential or farm'property owned by me or a member of my immediate family, and is exempt from licensing requirements under ORS 701.010. CONTRACTOR INSTALLATION Business name: c„t f ryn Ks� Address: /vv/ City: — 4 .1e^ StateO4 ZIP. Phone:, V,6 f 7N,2 Fax5Y/-(?C -2t(f7 nn L-mctii: GniAPC7�9c��y y✓ir�'SbQ. (ylij CCB license no.: Print name: Signature: SUB -CONTRACTOR INFORMATION Name CCB License # Phone Electrical Occupancy Plumbing Square feet: Mechanical Cost per square foot: Last edited 5-5-2019 BJones 11 FEE SCHEDULE 1. Valuation information (a) Job description: Occupancy Construction type: Square feet: Cost per square foot: Other information: Type of Heat: Ene y Path: new ❑alteration ❑ addition (b) Foundation -only permit? ❑ Yes ❑ No Total valuation: $ 2. Building fees (a) Permit fee (use valuation table): $ (b) Investigative fee (equal to [2a]): $ (c) Reinspection ($ per hour): (number of hours x fee per hour) $ (d) Enter 12% surcharge (.12 x [2a+2b+2c]): $ (e) Subtotal of fees above (2a through 2d): $ I Plan review fees (a) Plan review (65% x permit fee [2a]): $ (' (b) Fire and life safety (65% x permit fee [2a]): $ (c) Subtotal of fees above (3a and 3b): $ 4. Miscellaneous fees (a) Seismic fee, 1% (.01 x permit fee [2a]): $ (b) Tech fee, 5% (.05 x permit fee[2a]+PR fee [3c]) $ TOTAL fees and surcharges (2e+3c+4a+b): s( V,t"_,JT op -DL .s em! �V -- do 6e ear' Lk - U40 NAM is c JOURNAL OR JOB NUMBER: NAME OR COMPANY: LOCATION: TAX LOT NUMBER: DEVELOPMENT TYPE: NEW DWELLING UNITS IMPERVIOUS AREA CITY OF SPRINGFIELD SYSTEMS DEVELOPMENT WORKSHEET 19-002544-Y6 tlf-f- BENJAMIN RISLOW AND EVA SCHAEFFER 3727 JASPER RD GARAGE ONLY 11 1802061309500 Single Family Residence 1 VG SIZE (SF): 0 11 LOT SIZE (SF)II 0 MAX 45% 0 1 MAX 35%1 0 1. STORM DRAINAGE DIRECT RUNOFF TO CITY STORM SY5TEM A. REIMBURSEMENT COST: NUMBER OF FEUs xCOST PER FEU ADT TRIP RATE x A. REIMBURSEMENT COST x COST PER TRIP AREA DRAINING TO NEW TRIP FACTOR NUMBER OF FEVs x COST PER FEU IMPERVIOUS S.F. x 9.57 COST PER S.F. 0 $1,620.85 DRYWELL = $0.00 CHARGE C. COMPLIANCE COST: 960.00 = $0.00 $0.301 = 960 $144.48 B. IMPROVEMENT COST ADT TRIP RATE x MWMC CREDIT IF APPLICABLE (SEE REVERSE) IMPERVIOUS S.F. x x COST PER S.F. x CHARGE _ $0.00 960.00 ITEM 4 TOTAL - MWMC SANITARY SEWER SDC $0.437 = 960 $209.76 ITEM 1 TOTAL - STORM DRAINAGE SDC _ $354.24 $354.24 2. SANITARY SEWER -CITY =r $0.00 1094 ITEM 3 TOTAL - TRANSPORTATION SDC A. REIMBURSEMENT COST: = $0.00 $354.24 5% NUMBER OF DFU's x COST PER DFU $17.71 0 0.00 $170.50 TOTAL TRANSPORTATION ADMINISTRATION FEE: B. IMPROVEMENT COST: 1077 TOTAL MWMC ADMINISTRATION FEE - LOCAL $0.00 NUMBER OF DFU's x TOTAL SDC CHARGES COST PER DFU PREPARED BY Steven Petersen DATE 1/27/2020 0 $83.99 ITEM 2 TOTAL - CITY SANITARY SEWER SDC $144.48 $209.76 r w A O U w F 1091 = I 50.110 H 1092 3. IRANSPORTATION A. REIMBURSEMENT COST: A. REIMBURSEMENT COST: NUMBER OF FEUs xCOST PER FEU ADT TRIP RATE x NUMBER OF UNITS x COST PER TRIP x NEW TRIP FACTOR NUMBER OF FEVs x COST PER FEU 9.57 0 $1,620.85 0 = $0.00 19.86 C. COMPLIANCE COST: 1.00 = $0.00 1093 B. IMPROVEMENT COST: 0 $22.82 ADT TRIP RATE x MWMC CREDIT IF APPLICABLE (SEE REVERSE) NUMBER OF UNITS x COST PER TRIP x NEW TRIP FACTOR _ $0.00 1056 ITEM 4 TOTAL - MWMC SANITARY SEWER SDC 9.57 0 _ $354.24 $377.40 1.00 =r $0.00 1094 ITEM 3 TOTAL - TRANSPORTATION SDC SUBTOTAL x I ADM. FEE RATE = $0.00 4. SANITARY SEWER - MWMC A. REIMBURSEMENT COST: NUMBER OF FEUs xCOST PER FEU 0 $135.93 = $0.00 105 B. IMPROVEMENT COST: NUMBER OF FEVs x COST PER FEU 0 $1,620.85 = $0.00 105` C. COMPLIANCE COST: NUMBER OF FE Us x COST PER FEU 0 $22.82 = $0.00 MWMC CREDIT IF APPLICABLE (SEE REVERSE) = 50.00 105 MWMC ADMINISTRATIVE FEE _ $0.00 1056 ITEM 4 TOTAL - MWMC SANITARY SEWER SDC = $0.00 SUBTOTAL (ADD ITEMS 1, 2, 3, & 4) _ $354.24 5. ADMINISTRATIVE FEE: SUBTOTAL x I ADM. FEE RATE = CHARGE $354.24 5% $17.72 TOTAL STORM ADMINISTRATION FEE $17.71 TOTAL SEWER ADMINISTRATION FEE: 0.00 1079 TOTAL TRANSPORTATION ADMINISTRATION FEE: $0.00 = 1077 TOTAL MWMC ADMINISTRATION FEE - LOCAL $0.00 11078 TOTAL SDC CHARGES = $371.96 PREPARED BY Steven Petersen DATE 1/27/2020 DRAINAGE FIXTURE UNIT (DFU) CALCULATION TABLE NUMBER OF NEW FDCTURES x UNIT EQUIVALENT = DRAINAGE FIXTURE UNITS (NOTE: FOR REMODELS, CALCULATE ONLY THE NET ADDITIONAL FIXTURES) FIXTURE TYPE NO. OF FIXTURES DRAINAGE UNIT FIXTURE NEW OLD EQUIVALENT UNITS BATHTUB 0 0 3 = 0 DRINKING FOUNTAIN 0 0 1 = 0 FLOOR DRAIN 0 0 3 = 0 INTERCEPTORS FOR GREASE / OIL / SOLIDS / ETC. 0 0 3 = 0 INTERCEPTORS FOR SAND / AUTO WASH / ETC. 0 0 6 = 0 LAUNDRY TUB 0 0 2 = 0 CLOTHESWASHER / MOP SINK 0 0 3 = 0 CLOTHESWASHER - 3 OR MORE EA 0 0 6 = 0 MOBILE HOME PARK TRAP I 1 PER TRAILER) 0 0 12 = 0 RECEPTOR FOR REFRIG / WATER STATION / ETC. 0 0 1 = 0 RECEPTOR FOR COM. SINK / DISHWASHER / ETC. 0 0 3 = 0 SHOWER SINGLE STALL 0 0 2 = 0 SHOWER GANG (NUMBER OF HEADS) 0 0 2 = 0 SINK: COMMERCIAL/RESIDENTIAL KITCHEN 0 0 3 = 0 SINK: COMMERCIAL BAR 0 0 2 = 0 SINK: WASH BASIN/DOUBLE LAVATORY 0 0 2 = 0 SINK: SINGLE LAVATORY/RESIDENTIAL BAR 0 0 1 = 0 URINAL, STALL/ WALL 0 0 5 = 0 TO[ LET, PUBLIC INSTALLATION 0 0 6 = 0 TOILET, PRIVATE INSTALLATION 0 0 3 = 0 MISCELLANEOUS DFU TYPE NUMBER OF EDU'S 20 = TOTAL DRAINAGE FIXTURE UNITS *EDU (Equivalent Dwelling Unit) is a discharge equivalent to a sin le family dwelling unit 20 DFU's set at 167 gallons per da 0 0 MWMC CREDIT CALCULATION TABLE: BASED ON COUNTY ASSESSED VALUE YEAR ANNEXED CREDIT RATE/$1,000 ASSESSED VALUE $5.29 $5.29 $5.19 $5.12 $4.98 $4.80 $4.63 $4.40 $4.07 $3.67 $3.22 $2.73 $2.25 $1.80 $1.59 $1.45 $1.25 $1.09 $0.92 $0.72 $0.48 $0.28 $0.09 $0.05 IS LAND ELGIBLE FOR ANNEXATION CREDIT? (Enter 1 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) VALUE / 1000 CREDIT RATE $0.00 x $5.29 = CREDIT FOR IMPROVEMENT (IF AFTER ANNEXATION) VALUE/ 1000 CREDIT RATE $0.00 x $5.29 = TOTAL MWMC CREDIT = 0 0 1979 $0.00 0 $0.00 BEFORE 1979 1979 1980 1981 1982 1983 1984 1985 1986 1987 1988 1989 1990 1991 1992 1993 1994 1995 1996 1997 1998 1999 2000 2001 ADDRESS :377 B d'&P-g-m!F%b- MAP & TAXLOT : L— (o 1 ^ p Plan Review Checklist PERMIT#: -- Enter data into project log Check address on plans is correct Check to see if LDAP has been issued. LDAP Permit # ►� !A• Read all comments from other work groups to see if anything needs to be considered during structural review. Check Setbacks on Site Plan r.- Check ,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 orT=- If sloped, will back deck meet setbacks If 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 If property is►bn 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) - If 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 #tom inches No sant 16ew— %--%%LA&.3 so If rafter framing, check spans oYr�ry-��..�s A2 Irwat'e-J4W 6uT iT AP bb^rLg 4M t3 mA.X If trusses or rafters are between 2/12 and 4/12 pitch, make not that duel layers of underlayment required. Less than 2/12 needs to be a membrane roof. aa;I Check to see if anything over 4000lbs is bearing down on strip footings. If so this needs to be enlarged. J Check Hold Downs, highlight hold downs for the inspector Check Foundation Venting Check for propane tanks; look for setbacks, siesmic attachments, and protection of the tank. Make notes on plans with stepped foundations how far back they need to be from the edge of the cut and the uphill cut. Check header sizes 2� Check footing sizes Make sure that if rebar is used that it has minimum cover depths. Check energy code requirements. Additional energy measure selections : Envelope Enhancement Conservation Measure *Make sure that insulation called out meets the energy code and if not make note of the required R value. *On additions/remodels where existing conditions come into play, see code section 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) 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 If DETACHED garage is being built less than 3ft to existing structure it needs to have 1/2 gyp board on the interior walls If 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/Carbon Monoxide alarms (look on electrcial sheets if there aren't any shown on floor plan) Check wall bracing Check minimum room size Make sure that minimum bathroom fixture distances are met Check to make sure stairs meet code Check roofing materialcomposition shingles, tanish tile, metal, etc.) Check for attic access and underfloor access on plans K Check beam sizes x Read over all the general notes to make certain that nothing was missed and there are no conflicts IF 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) Include standard attachments : Exterior Wall Envelope Self -Certification Form [Not required for unheated detached structures) Moisture Content Acknowledgement Form High -Efficiency Lighting Systems Oregon Residential Specialty Code 1ORS0 X Noise Ordinance Notice Smoke Alarm Ventilation Requirements for Kitchens and Bathrooms Green Approved Plans Cover Sheet (Found under "Cover" in file cabinet) X Make sure that on all new square footage, that a Fire SDC is charged. ox 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 Signed electrical application received Print out the Fee Schedule and put it with the Willamalane Spreadsheet on the outside of the folder 1 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. Plan check items/notes FNGR W. E FINCr & SUR WYE VG �G INFILTRATION TRENCH CALCULATIONS FOR GOODEN-HARRISON New Residence & Garage@ 3723 JASPER ROAD Springfield, Oregon Date: December 21, 2019 C7M,AIVMOAMPMIAL,WGRIRE? G ° SURVEYING P.O. BOX 2527 EUGE- E, OR 97402-0152 990 OBM ST. 5411485-4505 FAX 541148,5-5624 WVAV.POAGF NW INFILTRATION TEST RESULTS An infiltration test was conducted for this property in accordance with the Eugene Stormwater Management Manual. The results obtained from the testing are as follows: Design Testing An infiltration test that included both a standing head test and a falling head test. The standing head test was done over a period of 4 hours to saturate the test area; the infiltration rate was greater than 60 -'/hr. A follow-up falling head test showed a rate of greater than 16 inches/hr. The utilized design infiltration rate of 8"/hr gives a safety factor of greater than 2 (with respect to both tests tests). The testing was done at a depth of 42". The soil profile, to a depth of 54", is roughly representative of the "Soil Survey of Lane County" mapped Chapman soils profile. There is no evidence of high ground water to a depth of less than 5 feet. Based on this information, it was confirmed that the site meets the DEQ standard for an infiltration trench, in that the high groundwater table will be below the bottom of the proposed infiltration trench (designed/proposed at a depth of 48"). Conclusions The stormwater runoff from the new residence can be retained on the site through the use of a soakage trench; there are no site constraints except for the necessary setbacks. The infiltration facility should be constructed more than 5 feet from a property line (unless an easement of some sort prevents adjacent structures on the adjacent property), and more than 10 feet from any significant building foundation. The infiltration trench was sized using the attached SBUH methodology. A design infiltration rate of 8 inches per hour gives a safety factor of more than 2; The soakage trench is sized at 28' x 3' x30" deep for the 2400 s.f. (design) of impervious area. Note that, since only the bottom of the soakage trench is included for the design infiltration, the footprint dimensions may be changed as long as the total area is still at least 84 s.f.. Cliff/FVr�e01►V?.9�1GD►�RIJuv SURi�EVG F.O. SOX 2523 Et:G1~VE, OR IP402 I52 99(10811; 5T. 541/485"50 PAX 54V485-5624 WWW P0A0 %TET area= 2400 (s.f) total area = O.D551 (acres) pcmious area - 0 impervious area = 0.0551 3723 JASPER ROAD. SPRI\GFIELD New Single Family Residence & GARAGE (2,300 sT ) (DESIGNI) File No. dry303-GOODEN-HARRISON (3727 JASPER ROAD; SPFD)-SYRSCS.gpw 12-21-19: DBM C", = 70 S = 4 2857 0.2S = 0.8571 0 CN = 98 S = 0.2041 0.2S = 0.0408 2$ total depth rain 3 \ -AX FLOW Pt = 3.6 (inches) Max. Dow ham site = 0.031 efs dt = 10 (min) 0.00019 mar infiltration rate (cfs) = Tc = 40 ew= 0.1111 0.000 24 -Hour SCS Type IA Design Storm - 5 Year 0.000 (5 -yr 24 hr sum) 20 0.40% 0.80°1° 0.014 0.029 0.000 IMPERVIOUS 0.000 Rainfall Inere. RainfrJl Accum. Accum. Increm. Accum: Inerem. Total Instant Desirn infiltration Ws) Time distr Rainfall Increment Rainfall Runoff Runoff Runoff Runoff Runoti flowrate Doomlc (min) dtstr (inches) (inches) (inches) (inches) (inches) (inches) (inches) (efs) (efs) measured insihration = 24 in, -'hr 0 0 record data infiltration = NIA 0 peak design intensity = 5,4 in hr, 0 lewht = 2$ width= 3 depth = 2.5 infiltration area (s.f)= 84 design infiltration rate (in/hr)= 8(SF =3) infiltration rate (ft%sec)- 0.00019 mar infiltration rate (cfs) = 0.016 total available storaee(co = incremental accummutated volume: required storage net (maximum shown) (cubic feet) (cubic feet, 0 0 0 0 0 0 0 D 0 0 0 0.000 0000 0.000 10 0.40°°° 0.404. 0.014 0.014 0.000 0.000 0.000 0.000 0.000 0.00 0.000 0,000 0.000 0 20 0.40% 0.80°1° 0.014 0.029 0.000 0.000 0.000 0000 0.000 0.00 0.000 0.000 0.000 0.1x0 30 0.40416 1 2W 0.014 0.043 0.000 0.000 O.ODO 0.000 0.000 0.00 0.000 0.000 0.000 0,ODO 40 0.40°1% 1.6019 0.014 0.058 0.000 0.000 0.001 0,001 0,001 0.00 0.000 0,000 0,000 0.CDO 50 0.40°/ 2004. 0.014 0.072 0.000 0.000 0.004 0.003 0.003 0.00 0.000 0,000 01000 0.000 60 0.401/6 2.40°/0 0.014 0.086 0.000 0,000 0,008 0.004 0.004, 0.00 0.000 0,000 0.000 O.ODD 70 0.404o 2,801/o 0.014 0.101 0.000 0.000 0.014 0.005 0,005 0.00 0.001 0.001 0.000 0.000 80 0.404/0 320.1 0.014 0.115 0.000 0,000 0.020 0.006 0.006 0.00 0.001 0.001 0.000 0.000 90 0.40% 3.6010 0,014 0.130 0.000 0.000 0.027 0.007 0.007 0.00 0.001 0.001 0.000 0.000 100 0,40% 4.004. 0.014 0,144 0.000 0.000 0.035 O.00S 0.008 0.00 0.002 0.002 0.000 0.000 110 030% 4.5044, 0.018 0162 OOOO 0.000 0.045 0.010 0,010 0.00 0.002 0,002 0.000 0.000 120 0.50% 5.00% 0.018 0.180 0.000 0.000 0,056 0.011 0.011 0.00 0.002 0.002 0.000 0.000 130 0.5011 5.50°/0 0.018 0.198 0.000 0.000 0.068 0.012 0.012 0.00 0.003 0,003 0.000 0.000 140 0.50% 6.004. 0 018 0.216 D.000 0.000 0.081 0.013 0.013 0.00 0.003 0.003 0.000 0.000 150 0.504'° 6.50'/ 0.015 0,234 0.000 0.000 O.D94 0.013 0.013 0.00 0.003 0.003 0.000 0.000 160 0.501.4 7.004. 0.018 0.252 O.000 0.000 0.107 0.013 0.013 0,00 0.003 0.003 0.000 0.000 170 0.60% 7.60'/° 0.022 0.274 0.000 0.000 0,124 0,017 0.017 0.01 0,004 0.004 0.000 0.000 180 0.60% 3.20% 0.022 0.295 O.ODO 0,000 0.141 0.017 0.017 0.01 0.004 0.004 0.000 0.000 190 0.60'% 8.801% 0.022 0.317 0.000 0000 0.159 0,018 0.018 0.01 0.005 0.005 0.000 0.000 200 0.6OP/° 9AO% 0,022 0,338 0.000 0.000 0.177 0.018 0.013 0.01 0.005 0.005 0.000 0.000 210 0.60°1% 10,00% 0.022 0.360 0.000 0.000 0.195 0.018 O.OIS ODS 0.005 0.005 0.000 0.000 220 0.60%/% 10.60°10 0.022 0,382 0.000 0.000 0.2133 0,018 0.018 0.01 0.005 0,005 0.000 OODO 230 0.70% 11.30% 0.025 0.407 0.000 0.000 0,235 0.022 0.022 0.01 0.006 0.006 0,000 0.000 240 0.70% 12.00% D.025 0.432 0.000 0,000 0.257 0.022 0.022 0.01 0.006 0.006 0.ODO 0000 250 0.7001° 12.70% 0.025 0.457 DODO O,CDO 0.279 0.022 0.022 0.01 0.006 0.006 0.000 O.ODO 260 0.70010 13.40°10 D.025 0.482 0.000 0.000 0.302 0.023 0.023 0.01 0,007 0.007 O,D00 0.000 270 0304. 14.1 D% 0.025 0.505 0000 0,000 0,325 0.023 0.023 0.01 0.007 0.007 0000 O.ODO 280 0.70•/ 14.80°10 0.025 0.533 0.000 O.CDD 0.348 0.023 0.023 0.01 0.007 O.CO7 0.000 0.000 290 0.92% 15.62% 0.030 0.562 0.000 0.000 0.375 0,027 0.027 0,01 0.007 0.007 0,000 0.000 300 0,82% 16.44% 0.030 0.592 0,000 0.000 0.402 0.027 0,027 0.01 0.008 0,008 0.000 0.000 310 0.82410 17.26% 0.030 0.621 0.000 0,000 0,430 0.027 0.027 0.01 0.008 0.008 0,000 0.000 320 0.82°!% 18.030% 0.030 0.651 0.000 O,CO0 0.457 0,028 0.028 0.01 0.008 0.008 0,000 0.000 330 0.82% 18.901/0 0.030 0.680 0.000 0.000 0.485 0.028 0.028 0.01 0.008 0.008 0.000 0.0000 340 0.3201% 19.72% 0.030 0.710 0.000 0.000 0.513 0.028 0.028 0.01 0.009 0.009 0,000 0.000 350 095% 20.671/. 0,034 0.744 0.000 0.000 0.545 0.032 0.032 0.01 0.009 0.009 0000 0.000 360 0.95% 21.62%% 0.034 0.778 0,000 0.000 0,578 0.033 0.033 0.01 0.009 0.009 0.000 0,000 370 0.95% 22.57% 0.034 0.313 0.000 0.000 0.610 0.033 0.033 0.01 0.010 0.010 O.ODO 0.000 3811 0.95% 23.521% 0.034 0.847 0.000 0.000 0.643 0.033 0.033 0.01 0.010 0.010 0.000 O.DOO 390 0.95°/% 24.474. 0.034 0.881 0.000 0.000 0.676 0.033 0.033 0.01 0.010 0.010 0.000 O.ODO 400 0.95% 25.42% 0.034 0.915 0.001 O.COI 0.709 0,033 0,033 0.01 0.010 0.010 0.000 O.ODD 410 1.34% 26.76% 0.045 0.963 0.003 0.002 0,755 0.047 0.047 0.02 0.013 0.011 0.000 0.000 420 1.34% 28,10% 0.048 1.012 0005 0.003 0.802 0.047 0.047 0.02 0,012 0.012 0,000 0,000 430 134% 29.-% 0.048 1.060 0.009 0.004 0.849 0.047 0,047 0.02 0.013 0.013 0.000 0.000 440 1.80°% 31'34% 0.065 1.125 0.016 O.007 0.912 0.063 0.063 0.02 ODI4 0.014 0,000 0.000 450 LSO44 33.04% 0.065 1.139 0.024 O,WS 0.975 0.063 0.063 0.02 0.016 0.016 0.023. 0.023 460 3.40% 36.44% 0.122 1,312 0.044 0.020 1.095 0.)20 0,120 0.04 ODI9 0,016 2.013 2.036 470 5.40% 41.84% 0.194 1,506 0.085 0.042 1.286 0.191 0.191 0.06 0.026 0.016 * 6.402 1 8,437 480 2.70°!% 44.54% 0.097 1.603 0.111 0.025 1.382 0,096 0.096 0.03 0.031 0.016 9281 17,719 490 1,801/ 46.344. 0.065 1.668 0.129 0,018 1.446 0.064 0.064 0,02 0,030 0.016 S.696 26.414 500 1.3401% 47.68% 0.04S 1.716 0.144 0,014 1.494 0.048 0.043 0.02 0.028 0.016 7.170 33,3S4 510 1.34% 49.02% 0.048 1.765 0.159 0.015 1.541 0.045 0,048 0.02 0.025 0.016 5.621 39.205 520 1.34% 50.36% 0.048 1.813 0.174 0.016 1.559 0.048 0.048 0.02 0.023 0.016 4.41S 43.623 $330 0.8801% 5124% 0.032 1.345 0.185 0.011 1.620 0.031 0.031 0.01 0,021 0.016 3.119 46.742 540 0.88' 52.13% 0.032 1.576 0,196 0.011 1.652 0.031 0.031 0.01 0.018 0.016 1.745 45.487 350 0.88°1% 53.0041. 0.032 1.908 0.207 0.011 1.683 0.031 0.031 0.01 0.017 0.016 0.677 49.164 560 US% 53.SS% 0.032 1.940 0.218 0.011 1.715 0.031 0.031 0.01 0.015 0.016 -0.153 49.011 570 0.88% 54.76% 0.032 1.971 0.230 0.012 1.746 0.031 0.031 0.01 0.014 0.016 -0.798 48.213 580 0.88% 55.64% 0.032 2.003 0.242 0.012 1.777 0.031 0.031 0.01 0.013 0.016 4300 46.913 590 US°/% 56.5'-%% 0.03332 2.035 0.254 0.012 1,809 0,031 0,031 0.01 0.0)3 0,016 -1.690 45.223 600 0.88% 57.400.0 0.032 2.066 0.266 0.012 1.840 0.031 0.031 0.01 0,012 0.016 -1.992 43,231 610 0.88% 58.28°1% 0.032 2.098 0.279 0.013 1872 0,031 0.031 0.01 0.012 0.016 -2,227 41.004 620 0.88% 59-16% 0.032 2,130 0.291 0.013 1.903 0.031 0.031 0.01 0.012 0.016 -2410 38.594 630 0.88% 60.04% 0.032 2.161 0.304 0.013 1.934 0.031 0.031 0.01 0.011 0.016 -2.552 36.0-12 640 018% 66.92% 0.032 2.193 0.317 0.013 1.966 0.031 0.031 0.01 0,011 0.016 -2.662 33.330 650 0.72% 61.64% 0.026 2.219 D.328 0.011 1,992 0.026 0.026 0,01 0.011 0.016 -2.574 30,507 73.5 (w! 35% VOIDS) 660 0 7'_1.6 62 36% 0.026 2 245 0 339 0.011 2017 0.026 0.026 0.01 0010 0.016 -3.166 27.341 670 0 72% 63,OS'/. 0,026 2.271 0.351 0.011 2.033 0.026 0.016 13.01 0.010 0.016 -3393 23.945 650 0.72% 63.80% 0,026 2.297 0362 0.011 2.069 0.026 0.026 0.01 0.010 0016 -3569 20,379 690 0,72% 64.52% 0.026 2.323 0.373 0.011 2095 0.026 0.026 0,01 0.039 0.016 -3706 16.674 700 O,irA 65.24% 0.026 2.349 0385 0.012 2.120 0.026 TOM 0,01 0109 0.016 -3.812 12862 710 072% 65.96% 0.026 2.375 0,397 0.012 2.146 0 026 0.026 0,01 0009 0.016 -3895 8,967 720 0,72% 66.6SL0 0,026 2.400 0409 0,012 2172 0,026 0.026 0.01 O.CO9 0,01E -3.959 5008 730 0,72% 67.40"4 0.026 2.436 0421 0,012 2198 0026 0.026 0.01 0.009 0.016 AOOS 1.0.70 740 0.72% 63.12'4 0,026 2.452 0433 0.012 2.223 0026 0026 0,01 O.009 0.016 -4,047 DODO 750 0.7290 65.84% 0.026 2.478 0.445 0,012 2.249 0.026 0.026 0.01 0.D09 0,016 4.077 U00 760 0.72% 69.56. 0.026 2.504 0.457 0.012 2.273 0.026 0.026 0.01 0.009 0916 -43 OD 0.000 770 0 57 % 0,13% 0.021 2,525 0.467 0.010 2.295 0.020 0.020 0.01 O.008 0.016 -4237 0.000 780 0 575' 7070% 0921 2 545 0.477 0.010 2 316 0.020 0.020 0.01 0.008 0.016 -4463 0.000 790 0.579. 71 2790 0.021 2 566 0.487 0 010 2 336 0.020 0.020 001 0.008 0.016 4.638 0.030 900 0.57% 71841/6 0021 2.586 0.497 0.010 2.356 0.020 0.020 0.01 O.008 0016 -4.775 O.ODO 910 0.57% 72.41% 0.021 2.607 0.507 0.010 2.377 0.020 0.020 0.01 0.007 0,016 4881 0000 S20 0.571/. 7293% 0.021 2.627 0317 0,010 2.397 0.020 0.020 0.01 0.007 O.D;6 -4.963 0,000 830 0.57V. 7353% 0.021 2.648 0528 0.010 2.416 0.020 0.020 0.01 0.007 0.016 -5.027 0.000 840 0,57% 74.12:. 0.021 2,668 0.538 0.010 2.435 0020 0.020 0.01 0.007 0.016 -5.077 0.000 850 0.57% 74.697 0.021 2.689 0.545 0.010 2 459 0.020 0,020 0.01 0 007 0.016 -5116 0000 860 0.57% 75.25'1. 0021 2.709 0.559 0.010 2.479 0.020 0.020 O01 0.007 0016 -5,145 0.000 870 0.57% 7583% 0.021 2.730 0.569 0.011 2.499 0 020 0,020 0.01 0,007 0.016 .5.169 0.000 SSO 0.57;5 35.40. 0.021 2.750 0.580 0.011 2.520 0.020 0.020 0.01 0007 0,016 -5.187 0.000 890 0.5mi 78.90% 0018 2.768 0589 0009 2.533 0.018 0.018 0.01 0.007 0.016 -5.256 0,000 900 &SOi. 77.4014 0018 2,786 0.599 0,009 2.556 0.018 0.0I8 0.01 0.007 0.016 -5.366 O.ODD 910 050% 74.90% 0.018 2 804 0 608 0,009 2.574 0.018 0.018 0.01 0.006 0,016 -5452 0.000 920 O.Wls 78.40% 0.018 2.822 0.618 0,010 2 591 0.018 0.013 0.01 0,006 0.016 -5518 G ODD 930 050% 73.9110% 0.018 2.840 0.627 0,010 2.609 0.018 0.018 001 0.006 0016 -5570 0.000 940 O -SO% 79,40% 0.018 2 958 0.637 0.010 2.627 0.018 0.018 0.01 0.006 0,016 -5.610 0.000 950 0.501. 79,90%1 0.018 2.876 0.647 0.010 2.645 0.018 0.018 001 0.006 0.016 -5.641 0.000 960 0.50",: 80,40'/1 0.018 -2994 0.656 0.010 2.663 0.018 0.018 0.01 O.OD6 0.016 -5,665 0,000 970 0.5011. 80.90'11 0.018 2.912 0.666 0.010 2.681 0 018 0.018 0.01 0.006 0.016 -5684 0.000 9SO 0 50141 81.401% 0 018 2.930 0 676 0,010 2.699 0,018 0.018 0.01 0.006 0.016 -$698 0.000 990 0.50?; 51,901. 0.018 2.948 0.686 0.010 2 717 0 018 0.018 0.01 0.006 0.016 -5.710 0 600 1000 0.5014 82.4M. 0.018 2.966 0.696 0.010 2.735 0 018 0.018 0.01 0.006 0.016 -5.718 0.000 1010 0.4090 82,.SJ`/1 0.014 2.981 0.704 0.008 2.749 0.014 0.014 0,00 0.006 0016 .5.805 O.COD IQO 0401. 83_OY 0,014 2.995 0.712 0,008 2.763 0.014 0.014 0.00 0.006 0,016 -5.952 0.000 1030 0,40^/1 83.60". 0.014 3.0!0 0720 0.008 2,778 0.014 0.014 0.00 O.ODS 0.016 -6.066 0.000 1040 0.40% 54.00%1 0.014 3,024 0,728 0.008 2792 0,014 O.Oi4 0,00 0,005 0.016 -6.154 0000 1050 0.4W. 84.40'/ 0.014 3038 0736 0.008 2.807 0014 0.0114 0. DO 0.005 0016 -6224 0.000 10"60 0.40°. 8410% 0014 3.053 0.744 O,ODS 2.S21 0.014 0.014 0.00 0.005 0016 -6277 D000 1070 0.40616 85.2C3o 0.014 3,067 0,752 O -ODS 2.835 0.014 0.014 O.DO 0.005 0.016 -6319 0 000 1000 0.40% 85.6076 0.014 3,032 0,760 0.008 2.850 0.014 0.014 0.00 0,005 0.016 46.351 0 000 1090 OA(M86 D0%. 0014 3.096 0768 O.ODS 2.864 0.014 0.014 0.00 0.005 0016 -6.377 0.000 1100 OAM'. 86.40'/1 0.014 3110 0776 0.008 2.878 0.014 0.014 O.OJ 0:9)5 0.016 .6.396 0.000 1110 0.401/. 6680". 0 014 3.125 0 785 0008 2.893 0 014 O 0;4 0,00 0 605 0.016 -6411 0.000 1120 O.AO'/s 87,20,% OA14 3.139 0 793 0 008 2,907 0.014 0 014 0.00 0.005 0.016 -6423 O.ODO 1130 0,40'. 87,60111 0.014 3.154 0.801 0.008 2.921 0.014 3.014 0.00 0005 0.016 4432 0.000 1140 0.40% 88.001/6 0.014 3.168 0.810 OMS 2.936 0.014 9.014 0.00 0.005 0.016 -6.439 0.000 1150 0.4064 894 0 0,014 3.;82 0.818 0.008 2.950 0.014 0.014 0.00 O.G05 0,016 -6.445 0.000 1160 0.40-1. 85,5D1,6 0.014 3,197 0,826 0.008 2.964 0014 0.014 0.00 0.003 0,016 -6.349 0.000 1170 O4D40 89,2090 0.014 3.211 0.835 0.008 2,979 0014 D.014 000 0OD5 0.016 -6452 0.000 1180 0401% 89,6095 0 014 3..226 0.843 0.008 2 993 0 014 0014 O OD O.OD5 0,016 -6455 0.000 1190 0.40% MOM 0014 3.240 0.851 0.008 3,007 0014 0.014 0.00 0.005 0.016 -6.457 0.000 1200 0.4U'. 90.40% 0.014 3.254 0.860 0,005 3,022 0.014 0.014 0.00 0.005 0.016 -6.458 0.000 1210 0.4VY. 90.80'. 0.014 3.269 0.868 0,005 3.036 0.014 0.014 0.00 0.005 0.016 -6.46D 0,000 1220 0.406x, 91208. O.DI4 3283 0.877 0.009 3.050 0.014 0.014 000 0.005 0.016 -6,460 0.000 1230 0.40% 91.60'/6 0.014 3.298 0.3HS 0,009 3.055 0.014 0.014 0.00 0.005 0.01.6 -6.461 0.000 1240 0,49'. 92 00°/1 0.014 3.312 0.894 O.OD9 3.079 0.014 0.014 0.00 0.005 0.016 -6.462 0.000 1250 0.40% 92.4041. 0.014 3.326 0.903 0.009 3.093 0.014 0.014 0.00 0.005 0,016 -6.462 0.000 1260 0.40% 92.811/1 0.014 3341 0.911 0,009 3.108 0.014 0.014 0.00 0.005 0.016 -6.462 0.000 1270 0.40% 93.20`/1 0.014 3.355 0,920 O.OD9 3.122 0014 0.014 O.OD 0,005 0.0!6 -6.462 0.000 1250 040011 93.601% 0.014 3.370 0,929 0.009 3.136 0,014 0.014 O00 0.005 0,016 -6.463 0.000 1290 OMA 9400°/1 0 014 3.384 0 937 0.009 3.151 0.014 OC14 0.00 0 005 0.016 -6,463 0.000 1300 0404 94.40'. 0.014 3.398 0.946 0009 3165 0.014 0.014 0.07 0.075 0.016 -6.463 0000 1310 0,40% 94.£11. 0.014 3.413 0 955 0.009 3.180 0.014 0 014 0.00 0.005 0.016 -6463 0 000 1320 0.409'. 91120°,0 0.014 3427 0.963 0.009 3,194 0.014 0.014 0.00 ODC5 0.016 -6.463 0.000 1330 0.1VA 93.ff'/1 0.014 3.442 0.972 0.009 3,208 0.014 0.014 000 0,C35 0.016 -6.463 0.000 13.10 0.401/6 Mex. 0.014 3.456 0.981 0009 3.223 0.014 0.014 0.00 0,005 0.016 -6.463 0 000 1350 0.40% 96.40'/ 0.014 3 470 0.990 0009 3 237 0,014 0.014 000 0.005 0.016 •6.463 0.000 1360 04C6/. 96.80'31 0,014 3.485 0.999 0.009 3251 0.014 0,014 0.00 0.005 0.016 -6463 0000 1370 040% 97,201/1 0.014 3.499 1008 0.009 3,266 0,014 0.014 O.OG 0.005 0016 -6463 0000 1350 0.4090 97.6T/. 0.014 3,514 1.017 0.009 3.250 0.014 O.0!4 0.00 0.005 0.016 -6462 0,000 1390 0.40;'6 95.001/0 0.014 3,525 1025 0.009 3.294 0.014 0.014 0.00 0.005 0,016 -6462 0.000 MCD 0M. 9S 40% 0.014 3.542 1034 0.009 3.309 0.014 0014 0.00 0005 Ut6 -6.462 0.000 1410 0.49% 98 SC', � 0014 .3557 1.043 0.009 3 323 0.014 0,014 000 0 005 O.Oi6 -6461- 0000 1420 0 436.; 99,2031 0 014 3 571 1.052 0.009 3 337 0.014 0 014 000 0 005 0.016 -6462 0000 1430 0.40% 99.60% 0.014 3595 1.061 0.009 3 352 0.014 0,014 0.00 0 005 0.016 -6462 0 000 1440 0.40% 140.0% 0.014 3.600 1 070 0.009 3.366 0.014 0.014 200 0.005 0.016 -6.462 0 000 3723 JASPER ROAD SPRINGFIELD. OREGON NEW RESIDENTIAL INLET PIPE FLOW FROI ROOF DRAB CLEAN OUT/SUMP SOLID 3" PVC PIPING NOTE: DROP BOXES SHOULD BE CLEANED AS NEEDED TO ASSURE PROPER OPERATION OF THE DRYWELL. CLEANOUT SUMP: ORENCO MODEL SCB0824 (INLET PIPE DEPTH - 10.5') OR ORENCO MODEL SCB0836 (INLET PIPE DEPTH - 21.5") OR SIMILAR CLEANOUT ACCESS FINISH GRADE IY / ° P • Al ° 4" PERF, PIPE, rL SOLID 4' PVC PIPING TRENCH SHALL BE INSTALLED A MINIMUM OF 5 FEET FROM PROPERTY LINES AND 10 FEET FROM FOUNDATIONS. TRENCH BOTTOM TO BE INSTALLED LEVEL IN ALL DIRECTIONS. TRENCH SHALL NOT BE INSTALLED IN ANY PUBLIC OR PRIVATE UTILITY EASEMENTS. LENGTH/WIDTH DIMENSIONS CAN VARY SLIGHTLY AS LONG THE TOTAL SQUARE FOOTAGE MEETS THE CALCULATED MINIMUM. WIDTH - 3'- 0' LENGTH - 28'-0" HEIGHT - 30" TOTAL DEPTH - 48" v A t6 d d • o p° d ♦ P d • • • N • • ' p A p • d ♦ p` p d o d • d° • d° p p • p d• p • d• p • • • p b p p s P p ° p • ° pn " n ` p • pp • A p d d UNIFORM WASHED L d d p d'd L u` ROUND ROCK /1 d ° • • ` ° p d • p ` s • p ► p ° o ENCLOSE ROCK. WITH ° , • 0 o d d ° P p FILTER FABRIC: "MARAFI" OR p • p A p EQUAL. OVERLAP 6" MIN. s d° p • d• ► p L A pp b. p► • • s p p • • d d A ♦ P N d d s • p UNDISTURBED MATERIAL BELOW STORAGE ROCK TYPICAL SIDE VIEW NO SCALE F.9Projcc1s%QCDwFywe# detailslORY-302 3727 JflSPaR ROAO• GOODEN HARRISON.gxd -- 01/24/2020.. 09:47 PM -- Scale T : OPTIONAL 90 DEGREE & CAP AT SURFACE (SOLID PIPE) _T T18' m a 36" MIN F 0 R T FCM MEMBER REPORT PASSED Level, Wall: Header 1 piece(s) 3 1/2" x 9" 24F -V4 DF Glulam Overall Length: 16'9' t 0 I 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Desi n=Results Actual @ Location Allowed: Result LDF Load: Combination (Pattern) Member Reaction (lbs) 748 @ 1 1/2" 6825 (3.00") Passed (11%) 1.0 D + 1.0 S (All Spans) Shear (lbs) 658 @ V 6400 Passed (10%) 1.15 1.0 D + 1.0 S (All Spans) Foos Moment (Ft -lbs) 3038 @ 8'4 1/2" 10868 Passed (28%) 1.15 1.0 D + 1.0 S. (All Spans) —1 Live Load Defl, (in) 0.218 @ 8' 4 1/2" 0.550 Passed (L/909) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) P 0.389 @ 8'4 1/2" 0.825 Passed (U509) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 16' 9" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 16' 9" o/c unless detailed otherwise. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 16' 6". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. Supports Bearing,Length Total Available Required Loads to -supports (Ibs) Dead. Snow Total Accessories 1- Trimmer - DF 3.00" 3.00" 1.50" 329 419 748 None 2 - Trimmer - DF 3.00" 3.00" 1 1.50" 329 419 748 None Vertical. Loads Location (Side) Tributary Width. Dead Snow (0.90) (1.15) Comments 0 - Self Weight (PLIF) 0 to 16' 9" N/A 7.7 1 - Uniform (PSF) 0 to 16' 9" 2' 15.8 25.0 Default Load Member Notes 3727 JASPER RD System : Wall Member Type : Header Building Use : Residential Building Code: IBC 2015 Design Methodology: ASD Weyerhaeuser Notes _ Neyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties elated to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is esponsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Neyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR -13W and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. rhe product application, input design loads, dimensions and support information have been provided by Randy J SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser ForteWE6 software operator 11/12/2019 7:05:23 PM UTC ForteWE6 v2.1, Engine: V7.3.2.309, Data: V7.20.2 File Name: GHJASPER Page 1 / 1 Job Notes Drew Stringfield Gooden -Harrison Construction Gene Stringfield Building Materials 3727 JASPER RD (541) 517-9719 dialadrew@gmail.com MiTeEz USA, Inc. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Telephone 916-755.3571 Re: 2474-19 24x40 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Relco Roof. Pages or sheets covered by this seal: 860144992 thru R60144993 My license renewal date for the state of Orcgon is June 30, 2021. I PROFF�,s GIN 8702 PE 'r OREGON rj C �eER OS A. HEp`�P November 4,2019 I lernandez, Marcos IMPORTANT NOTE: The seal on these truss torr,ponent designs is a ce:tif;cation that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI11 PI 1. These designs are based upon parameters shown (e.g-, loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for ryliTews or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. NET& or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building des gner shuuid verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSVTPI 1, Chapter 2. 0000. 0000 0000. 0000.. .. 0000.. :.Soso . . 0000.. 9 . . ••• • .. . . . . .. .. .. • 00.99. 0000 09 6• 0 9 60.00• • • • 9.00 00 *0 000000 0000 . • • • 000. 0000 I� 24-00-00 S0 A A1GE qch U, r 1 -`-°Aa p 3°0 M a 0 O Q. <D .a ,w a (D Q- N N• m H N N 0 CL O (� `� 40 O r Q. O 4 rt. a c� 0 �O�mr RO p w Q; x �ccsi. A cn �A � j Q if N A1GE cci n Job Truss Truss Type 2474.19 Al GE COf0MON SUPPORTED GAB R60144992 Relco Roof and Floor, Inc, Harrisburg. OR - 97446, 8.320 s Oct 9 2019 MiTek Industries, Ira Mon Nov 4 12:18,45 2019 Page 1 ID:XreOC8OGA1 Cb9YgVW14nvm9yMZXk-JNCO55NsWvla7cbBRDBZUWojxDhCO'gJtGcE7mwyMTXu V0.�8 12-0-0 24-0-0 4.1 p 12-0-0 12.0.0 10.8 Scala a 1:41.3 4x4 = 3x4 = 35 34 33 32 31 30 29 28 27 26 25 24 23 21 20 30 LOADING (psf) SPACING- 2-0.0 TCLL 25.0 Plate Grip DOL 1.15 TCDL 7.0 Lumber DOL 1.15 BCLL 0-0 Rep Stress Incr YES BCDL 10.0 Code IRC2015frP12014 3x4 = 24-0-0 CSI. DEFL. in (foe) L'de0 L/d TC 0-06 Vert(LL) 0.00 18 n/r 120 BC 0-04 Vert(CT) 0,00 19 n/r 90 We 0.02 Horz(C, ) 0.00 18 n/a n1a Matrix -S PLATES GRIP MT20 220/195 Weight: 113 Ib FT = 20% LUMBER- BRACING- TOP CHORD 20 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-D-0 6c purlins BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 OC bracing. WEBS 2x4 DF No.2 OTHERS 2x4 DF No.2 REACTIONS. All bearings 24-0.0. (lb)- Max Herz 2=61(LC 12) IAax Uplift All uplift iDD Ib or less at Jofnt(s) 2, 28, 30, 31, 32, 33, 34, 35, 26, 25, 24.23, 22, 21, 20, 18 Max Grav All reactions 250 lb or less at Joinl(s) 2, 28, 30, 31, 32, 33, 34, 35, 26, 25, 24, 23, 22, 21, 20, 18.27 FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=120mph (3 -second gust) Vasd=95mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cal- II; Exp S; Enclosed: MWFRS (envelope) gable end zone and C -C Comer(3) -0-10.8 to 2-1-8, Exlerior(2) 2-1-8 to 12-0.0, Corner(3) 12.0-0 to 15.0-0. Exterior(2)15-0.0 to 24-10-8 zone; cantilever left and right exposed; end verlical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. — 6) Gable studs spaced at 1-4-0 cc. 7) Tile: truss ties Leen designed f0i a 10.0 psf 1:51toro chard five Wall tic, conculrent with any other live loads. 8) ' Trnls truss has been designed for a live load of 20.Opsf on the b3ttcrit chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will ft between the bottom chord and any other members. 9) Provide mechanlcel connection (by others) of truss to bearing plate capable of wahstanding 100 ib uplift at joint(s) 2, 28, 3D, 31, 32, 33, 34, 35, 26, 25, 24, 23. 22, 21, 20, 16. �D OFF ' • •••• �c ss •••• ••• 9 •• 0�V 870 2PE %' OMG ME Ra1 EXP RIE6t 8-9/30/2021 • • • •' November 4,2019 AYIARNING•Verify design p—mele- and READ NOTES ONTNIS AIIO INCLUDEDAUM REFERENCE PAGE AIII.7473 rev- f0103,2015 BEFORE USE. Design valid for use only with hbTOW Connectors. This design Is based only upon parameters shown. and is for an Individual building component, not a buss system, Before use. the building designer must verily the applIcab8lty, of design parameters and property Incorporate this design Into the overall EWE building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members any. Additional temporary and Permanent bracing MiTek" is always required for stability and to preverd collapse whh possible personal Injury and property d3m3ge. For general guidance regarding the fabrication, storage, delivery, erection and bracing or trusses and truss systems, see ANSNTPII Quarily Cdtarla, DSE-89 and SCSI Building Component MiTek USA kc. Safety Information available from Truss Plale institute, 218 N. Lee Street. Suhe 312. Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 ReseylAe- Type :o Roof and Floor, Inc, Harrisburg, OR - 97446, 8.320 s Oct 9 2019 MiTek Industries, Inc. Mon Nov 4 12:16:46 2019 Page 1 1D:XreOC8OGA1 Cb9Yg1MV14nvm9yMZXk-nZmmfROUH,lisPlmdns472?G085OXo5nmeG_glNyMZXt tir7.10.8,_ _ 6.4.14 _ 12-" 17=7-2 24-0.0 4-10 -10.8 6.4.14 5.7.2 f 5.7.2 - 64-14 10.8 Scale - 1:41.3 4x4 = 4 34 = 3x4 = 3x4 = 3x4 = 34 = LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 REACTIONS. (Ib/size) 2=1064/0-5-8, 6=1064/0-8 Max Horz 2=36(LC 12) Max Uplift 2=-105(LC 8), 6-105(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -Aft forces 250 (lb) or less except when sharr(c. TOP CHORD 2-3=-24221409,34=-21138/21K 4-5-2138/366.5-6=-24221409 BOT CHORD 2-10=-339/2270, 8-10=-19411508, 6.8=34712270 WEBS 4-8=-82f694.5-8=459/142,4-10=-821694,3-10=459/142 24.0.0 l 8-3.4 PLATES GRIP MT20 2201195 Weight: 91 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing rilrectly applied or 3-6-8 oc pudiis. BO` CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=120mph (3 -second gust) Vasd=95mph; TCDL-4.2psf; BCDL=3.Opsf; h=25ft; Cal. it; Exp B; Enclosed; MWFRS (envelope) and C -C Exterior(2) -0-10-8 to 2-1-8, Interior(1) 2-1-8 to 12-0-0, Exterior(2) 12-0-0 to 15-0-0, Interior(1) 154-0 to 24-10.8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live bad nonconcunent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-110 vide ..4 LI'-.L'ween the bottom chord and any other members. -5) Provide mechanical connection (by ethers) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except 61=6h) 2=105,6=105. 4 O ` LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl Ud TCLL 25.0 Plate Grip DOL 1.15 TC 0.43 Ven(LL) -0.13 10-13 >999 240 TCDL 7.0 Lumber DOL 1.15 BC 0.68 Vert(CT) -0.27 10-13 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(CT) 0.06 6 n1a rt/a BCDL 10.0 Code IRC2015/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 REACTIONS. (Ib/size) 2=1064/0-5-8, 6=1064/0-8 Max Horz 2=36(LC 12) Max Uplift 2=-105(LC 8), 6-105(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -Aft forces 250 (lb) or less except when sharr(c. TOP CHORD 2-3=-24221409,34=-21138/21K 4-5-2138/366.5-6=-24221409 BOT CHORD 2-10=-339/2270, 8-10=-19411508, 6.8=34712270 WEBS 4-8=-82f694.5-8=459/142,4-10=-821694,3-10=459/142 24.0.0 l 8-3.4 PLATES GRIP MT20 2201195 Weight: 91 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing rilrectly applied or 3-6-8 oc pudiis. BO` CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=120mph (3 -second gust) Vasd=95mph; TCDL-4.2psf; BCDL=3.Opsf; h=25ft; Cal. it; Exp B; Enclosed; MWFRS (envelope) and C -C Exterior(2) -0-10-8 to 2-1-8, Interior(1) 2-1-8 to 12-0-0, Exterior(2) 12-0-0 to 15-0-0, Interior(1) 154-0 to 24-10.8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live bad nonconcunent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-110 vide ..4 LI'-.L'ween the bottom chord and any other members. -5) Provide mechanical connection (by ethers) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except 61=6h) 2=105,6=105. w Ii PROpp. 9 ,87022P� OREGotV cQS A . HEAP WIRES: 06,3012021 Nicirvafl mer 4,201 WARNING - Veriry design paramarers and READ NOTES OI1 rNIS ANO INCLUDED MITElr REFERENCE PAGE 4-11.7473 rov.10;012015 BEFORE USE. T Design valid for use only with MiTeld9 connectors. This design is based only upon parameters shown, and is fu an Individual budding component, not A truss system. Berere use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall k4ltlirig design. Bracing indicated is to prevent tucking of individual truss web and/or chord members only. Aciddionat temporary and permanent bracing MiTek' Is always required for slabii1lyAy and to prevent collapse Willi possible personal injury and property damage. Forgoneral guidance regarding the Sarety fabrication, on devade Is from Truss Plate , erection and Insole, 218 N. Lee Strof trusses and truss eet, Suit 3112 Alexand *, see VA 221 311�a1lry CH[erfa, D3849 and l4CSf Building Component MiT400aSunrise Avenue, Suite 270 4 O ` w Ii PROpp. 9 ,87022P� OREGotV cQS A . HEAP WIRES: 06,3012021 Nicirvafl mer 4,201 WARNING - Veriry design paramarers and READ NOTES OI1 rNIS ANO INCLUDED MITElr REFERENCE PAGE 4-11.7473 rov.10;012015 BEFORE USE. T Design valid for use only with MiTeld9 connectors. This design is based only upon parameters shown, and is fu an Individual budding component, not A truss system. Berere use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall k4ltlirig design. Bracing indicated is to prevent tucking of individual truss web and/or chord members only. Aciddionat temporary and permanent bracing MiTek' Is always required for slabii1lyAy and to prevent collapse Willi possible personal injury and property damage. Forgoneral guidance regarding the Sarety fabrication, on devade Is from Truss Plate , erection and Insole, 218 N. Lee Strof trusses and truss eet, Suit 3112 Alexand *, see VA 221 311�a1lry CH[erfa, D3849 and l4CSf Building Component MiT400aSunrise Avenue, Suite 270 Symbols PLATE LOCATION AND ORIENTATION 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 taeth. 0-11sr- For 4 x 2 orientation, locate plates 0- %d' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. ' Plate location details available in MiTek 20120 software or upon request, PLATE SIZE �t The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown' is for crushing only. Industry Standards: ANSIITP11: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information. Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. O a 0 2 U O F- Numbering System 6-48 dimensions shown in ft -in -sixteenths (Drawings net to scale) 2 3 TOP CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBEREDILETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSILETTERS. PRODUCT CODE APPROVALS ICG -ES Repons: ESR -1311, ESR -1352, ESR1988 ER -3907, ESR -2362, ESR -1397, ESR -3282 Trusses are designed for wind loads in the plane of the truss unless othenivise shown. Lumber design values are in accordance with ANSIITPI 1 section 6.3 These truss designs rely on lumber values established by others. @ 2012 MiTekO All Rights Reserved it• Fx'AH'T9k" MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 • •• •• •• • • •• ehea Safe?g� Notes Failure to Follow Could Cause Property Damage or PersSnat jury .'. • • . • • 1. Additiony i illy bnr� rdi �t)�s cyst�p� �.g.• • diagonal or 7T bracing, is always required. See Bc%l. 2. Truss gracing must be designea by an engineer. For wide truss spaprig, individule Ipceas ltemselves may ryqurrp bricing, oraligla ive�•rorrra• • bracin3 shoutarbe consrderes. • • • • 3. Never; a..' � gesign 18,1�tig Mown ago r�' ver stool: materials on inadequately bracea trusses. 4. Provide copies of this truss dosigr io the Wilding designer, erection supervisor, proparty owner and all other interested parties. 5. Cul morrows to bear iighEy aga,nss each other. 6. Place plates on each face of truss at each joint and embed fully. Knots ana wano at joint locations are regulated by ANSIITP,, 1 _ T Design assumes trusses will be suitably protected from the environment in accord with ANSIrrPI 1, 8. Unless aKnenvise noted, moisture content or lumber shag not exceed 19% at time of fabrication 9. Unless expressly noteJ, this design is not applicable for use wish fire fetarcanl, preservative treated, or green lumber. 10. Camber is a non-structural Consideration and is the responsibility of truss fabricator. Coneral practice is to Camber for dead load dolloclion. 11. Plata type, size, orientation and location dimensions indicated are minimum plating requirements. 12 Lumber used snail be of the species anc size, and in all respects, equal to,3r better than that specified. 13. Top chords must be sheathea or purlins provided at spacing inchcated an design. 14. Eoltom cnwds require lateral bracing at 10 ft. spacing, or less, d no ceiiing is instaued, unless otherwise noted. 15. Connections not shown are the responsibibly of others 16. fro not wt or alter truss member or plate within prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18, Uso 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 4NS471iii 1 Quality Criteria. I F0RTEF MEMBER REPORT Level, Wall: Header 1 piece(s) 3 1/2" x 9" 24F -V4 DF Glularn Overall Length: 16'9" 0. 0 f� W 16'3" I ❑i 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. DeSa .Results acral @Location .. Allowed , .. Result LDF Load: Combination (Pattern) Member Reaction (lbs) 748 @ 1 1/2" 6825 (3.00") Passed (11%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 658 @ 1' 6400 Passed (10%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft -lbs) 3038 @ 8'4 1/2" 10868 Passed (28%) 1.15 1.0 D + 1.0 S. (All Spans) Live Load DeFl. (in) 0.218 @ 8' 4 1/2" 0.550 J Passed (1-1909) 1.0 D + 1.0 S (All Spans) Total Load Dell. (in) 0.389 @ 8'4 1/2" 1 0.825 J Passed (1-/509) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (U360) and TL (1-1240). • Top Edge Bracing (Lu): Top compression edge must be braced at 16 9" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 16'9" o/c unless detailed otherwise. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 16' 6". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. SupporFs' total Avariatile Regpfred Dgad Snow Total :Accessories 1- Trimmer - OF 3.00 3.00" 1.50" 329 1 419 748 INone 2 - Trimmer - OF 3.00" 3.00" 1.50" 1 329 1 419 1 748 INone oq&Sidle) Trib Y Width. VerEicaUiLoads ;,Loce(tiOr Dead- 'Snow (0.90) (1.15) Comments 0 - Self Weight (PLF) 0 to 16* 9" N/A 7.7 1- Uniform (PSF) 0 to 16 9" 2' 15.8 25.0 Default Load Member Notes 3727 JASPER RD • • PASSED system: Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD •.•1&r •.••.. ••••- W.e .erhaeuser ia6is Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having judsdiction•The designer of record, builder or framOrls* • • responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designol by tests s&tware. PrVActs:n%i:ifactured dt• • Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES Mier evaluation repgitbESR-1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refor.1cy • • • see* www.weyerhaeuser.com/woodproducts/document-library. • • • • • • The product application, input design loads, dimensions and support Information have been provided by Randy _ • • • 00040 0 •• - • • • •• ••••• • 0 •••• SU9T!!I EtE FORESTRY INITIATIVE Weyerhaeuser 1 ForteWEB Software Operator Job Notes Drew Stringfield Gooden -Harrison Construction Gene Stringfield Building Materials 3727 JASPER RD (541) 517-9719 dialadrew@gmail.com 11/12/2019 7:05:23 PM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: GHJASPER Page 1 / 1 f VJrNt�at..., T(Lia S S i~ S 2- a o/, ?1. ; �2 WA�E�C3ot�R-p RpoF Sti EATI-krN� - ---� ( 5 e �I�ERGLFA55 C_O ;r , rnPoSrrro� S�lirvC-,LAS — - . P - t oovgLE. y -V Oo PL F-,-ry 2L6xL A)x .Y3�xbf�~_r fix$ z t7P of Z( C3r 3'fi °`xt�' C,..Lu-L-Am Lf r _ __, tb r 1 -- .-- --�- — - - - 2-y - �- H2.5A Installation (Naris into both top plates) JE) )MW it IZu �+tlCwp� m Z-,� L� s;4 -D Imo= (,L, A)7 05 j3 SuB SWEPT44,N4 REYIEWED F fl CEDEoIPLIAM Z X`-! Bo-rvor1 2, )" P.T. Vr\vp slut t/2 r, K10fa,B, 9, 0, C.. 3500 P_S .z o MpNo�t�Nt� St�B v 'Zt! i ISP yo' • • • , Goofs • • • w•w••• • • • • • 06 go 0 •• • r • yo' QA TIS RECEIVED 11 / 13 /19 JOB NO -19 - 0 0 2 5 4 4 ZONIE LDR OCCUPANCY GROUP R3 U Ni f 1 OCCURAWLY WAD DRIES 1 'TYPE trONST 'LTION LEGAL DESCRIPTION 18 0 2 0 61 J 0 9 5 0 0 ADDRIM 3723 JASPER RD ,OWNER BENJAMIN RISLOV & EVA SCHAEFFER 'THE CO-YFE° TS HERE ON fU7E BEEN RF. -IF- 'E'D :'� ITH :�LTER-�°TIO` g NOTED 40N °THE Pl_kNS OR BY STTACH' iENT. CH.._�'GE5 0X Al-T-MknONS %LA.D E TO -THE kPPRO"•ED DFt:!L.-•I`,`GSORPROTICTAFIER •THE DATE BELO. _I-LkLL E APPROZY'TM B;'ILDINGOFFICLAL CrTYCF SPRINGFIELD. OREGON NOTICE: This permit shall expire if the work authorized under this permit is not commenced or is abandoned for any 180 day period. ATTENTION: Oregon law requires you to follow rules adopted by the Oregon Utility Notification Center. Those rules are set forth in OAR 952-001-0010 through 952-001-0090. You may obtain copies of the rules by calling the center. (Note: The administrative telephone number for the Oregon Utility Notification Center is (800)332-2344. No encroachment allowed within the 7' Public Utility Easement including, but not limited to, eaves and overhangs. Donnect Sanitary Sewer to 6" service connection. Field verify ocation. ,onstruct driveway per City Standard 3-21. Maximum width 24 feet. No above -ground facilities (fire hydrants, power poles, catch basins, valves, j -boxes, etc.) shall be permitted within the apron or ramp area. 11 ;onstruct sidewalk per City Standard 3-12. Donnect Storm Sewer to weephole(s) in curb per City Standard 3-6 ';We cvr:�truvty Piiii i Pii► 1 4-of-�'i�rcaji must sunt be perpendicular odicular to dight -of -Way. MINIMUM SETBACKS — INTERIOR LOTS kII measurements are from Property lines Front Yard to House 10 feet Front Yard to Garage 18 feet Side Yard to House or Garage 5 feet Rear Yard to House or Garage 10 feet '.U.E. MAY CHANGE SETBACKS Ll "Wto C) .i ( 37Z*? 'N. I. 3'b �s� �i `� l J }aPvE 'FA T"r.y =NsrA1.�Gv r, 9i l ALE SfRaNkLE LS ..� t .. SOr+k.P6E 'C"R�NGM AREA � / l.. r 313 V J r ii .1 r'•� }?xtoya�E� 1i L' wAL1MFP`y I -To MAiv r{o4vr� . '{pPAvEw�Y .:. I. 3'b �s� �i `� l J }aPvE 'FA T"r.y =NsrA1.�Gv r, 9i l ALE SfRaNkLE LS ..� t .. SOr+k.P6E 'C"R�NGM AREA � / l.. r 313 V J r itP¢.oj�o-rED G�a.�.aGE I. 3'b �s� �i `� l J }aPvE 'FA T"r.y =NsrA1.�Gv r, 9i l ALE SfRaNkLE LS ..� t .. SOr+k.P6E 'C"R�NGM AREA � / l.. r 313 V J r