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BLD2019-0919
ry III III III 08 OF EDM ° CITY OF EDMONDS 1215TH AVENUE NORTH - EDMONDS, WA 98020 o PHONE: (425) 771-0220 -FAX: (425) 771-0221 hc. 18A STATUS: ISSUED 11/08/2019 Penmit #: BLD20190919 Expiration Date: 11/08/2020 Project Address: 10723 235TH PL SW, EDMONDS Parcel No: 27033600201300 LINDBERG SHORT PLAT, LOT B KIELL LINDBERG MTT CONTRUCTION LLC C/O RANDY LENNART LINDBERG 10715 235TH PL SW C/O THOMAS TOLLEN III 10715 235TH PL SW edmonds, wa 16000 CHRISTIANSEN ROAD, SUITE 150 EDMONDS, WA 98020 SEATLLE, WA 98199 (206)795-7738 (209)795-7739 LICENSE #: MTTCOCL866KT EXP:05/30/2020 NEW SINGLE FAMILYRESIDENCE,PLUMBINGANDMECHANICAL INCLUDED VALUATION: $458,925 PERMIT TYPE: Residential PERMIT GROUP: 64 - Single Family Residence New GRADING: N CYDS: 0 TYPE OF CONSTRUCTION: RETAINING WALL ROCKERY: OCCUPANT GROUP: OCCUPANT LOAD: FENCE: ( 0 X 0 FT.) CODE: OTHER: ------- OTHER DESC: ZONE: RS-8 NUMBER OF STORIES: 0 VESTED DATE: NUMBER OF DWELLING UNITS: 0 LOT #!: BASEMENT: 0 1 ST FLOOR: 0 2ND FLOOR: 0 BASEMENT: 0 1 ST FLOOR: 0 2ND FLOOR: 0 3RD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER: 0 13RD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER: 0 BEDROOM&0 BATHROOMS:O BEDROOMS:0 BATHROOMS:0 I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEMS COMPENSATION INSURANCE AND RCW 18:27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR /HER DEI3JT? AND LL FEEARE PAIDM, Name Released By Date ATTENTION ITIS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. UBC109/ IBC110/ IRCI 10. = FIRE = APPLICANT = ASSESSOR CITY wr�% 1* STATUS: ISSUED BLD20190919 • Lot line stakes must be in place at the time of foundation/setback inspection. • All new, extended, re -built or relocated electrical utility and/or service shall be placed underground. • Approval of this foundation design is conditional subject to inspection of existing site soil conditions. • Retaining Walls must be designed and constructed to resist the lateral pressure ofthe retained material. • Provisions must be made for the control and drainage of surface water around buildings. • Installer shall provide the manufacturer's installation, operating instructions, and a whole house ventilation system operation description. A label shall be affixed to the whole house timer control that reads "Whole House Ventilation" (see operating instructions). • Maximum Height 25 feet. The agent/contractor shall set up the equipment; establish the datum point and the point of average grade. Call for inspection to verify. These items must be consistent with the approved plan. If the proposed height of building (as shown on the plans) is within 12 inches of the maximum height permitted for the zone an elevation survey is required. • Separate Perrnit Required For: fire sprinklers • Hose Bibbs (exterior faucets) are required to have a permanently affixed anti -siphon device installed. • In addition to the required pressure/relief valve, an approved listed expansion tank shall be installed on all hot water tanks. Per UPC 608. • Type B or Lvent connectors required on fuel -burning appliances passing through unheated spaces. Per IMC 803.2 • Obtain Electrical Permit from State Department of Labor & Industries. 425-290-1309 • Pursuant to UPC 605.2 a water service shutoff shall be installed on the water line as it enters the building. • City approved plastic piping may be used in water service piping provided that where metal water service piping is used for electrical grounding purposes, replacement piping shall be of like materials (UPC 604.8). A state electrical permit and inspection is required if electrical grounding is altered, removed, improved, or added. Contact State Dept. of Labor & Industries Electrical Division at 425-290-1400. • Final approval on a project or final occupancy approval must be granted by the Building Official prior to use or occupancy of the building or structure. Check the job card for all required City inspections including final project approval and final occupancy inspections. • Any request for alternate design, modification, variance or other administrative deviation (hereinafter "variance") from adopted codes, ordinances or policies must be specifically requested in writing and be called out and identified. Processing fees for such request shall be established by Council and shall be paid upon submittal and are non-refundable. • Approval of any plat or plan containing provisions which do not comply with city code and for which a variance has not been specifically identified, requested and considered by the appropriate city official in accordance with the appropriate provision of city code or state law does not approve any items not to code specification. • Pursuant to UPC 608 a pressure regulator valve (PRV) shall be installed near the water shutoff. • Sound/Noise originating fromtemporary construction sites as a result of construction activity are exempt fromthe noise limits ofECC Chapter 5.30 only during the hours of 7:00am to 6:00pm on weekdays and 10:00am and 6:00pm on Saturdays, excluding Sundays and Federal Holidays. At all other times the noise originating from construction sites/activities must comply with the noise limits of Chapter 5.30, unless a variance has been granted pursuant to ECC 5.30.120. • Applicant, on behalf of his or her spouse, heirs, assigns, and successors in interests, agrees to indemnify defend and hold harmless the City of Edmonds, Washington, its officials, employees, and agents from any and all claims for damages of whatever nature, arising directly or indirectly from the issuance for this permit. Issuance of this permit shall not be deemed to modify, waive or reduce any requirements of any City ordinance nor limit in any way the City's ability to enforce any ordinance provision. • 48 hours notice is required when requesting your FINAL Engineering Inspection. 425-771-0220, ext.1326. • Call for locates of underground utilities prior to any excavation. • Maintain erosion & sedimentation control per city standards. • Maintain 10'separation between the sanitary side sewer and the water service line. • Applicant shall repair/replace all damage to utilities or frontage improvements in City right-of-way per City standards that is caused by or occurs during the permitted project. • Owner/Contractor to provide Water Service Line asbuilt at final inspection. See City Standards for requirements. • Owner/Contractor to provide Side Sewer asbuilt at final inspection. See City Standards for requirements. THIS PERMIT AUTHORQES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUGHON ON THE PUBLIC DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WLL REQUIRE SEPARATE PERMISSION. PERMIT TIME LIMIT. SEE ECDC 19.00.005(A)(6) BUILDING ENGINEERING (425) 771-0220 EXT. 1326 1. Go to: www.edmondswa.gov Building Department Inspections 2. Then: Services are now scheduled online. If you FIRE (425) 776-7720 3. Then: Permits/Development have difficulties, please call the 4. Then: Online Permit Info Building Department front desk for PUBLIC WORKS (425) 771-0235 5: If you don't have one already, create a assistance during office hours. login (upper right hand comer) (425) 771-0220 RECYCLING (425) 276-4801 6: Schedule your inspection When calling for an inspection please leave the following information: Permit Number, Job Site Address, Type of Inspection being requested, Contact Name and Phone Number, Date Preferred, and whether you prefer morning or aftemoon. • E•Fsosion Control/Mobilization • E•Storm Tightline • E Storm Connect to Stub • EInfiltration System • EFooting Drain Connection • E W ater Service Line • E-Driveway Form & Slope Ver. • E-Engineering Final • B-Preconstruction meeting • B-Setbacks • B-Footings • B-Isolated Footings/Piers • B-Plumb Ground Work • B-First Floor Framing • B-Plumb Rough In • B-Gas Test/Pipe • B-Mechanical Rough In • B-FXerior Wall Sheathing • B-Roof Sheathing • B-Shear Nailing • B-Height Verification • B-Fire Blocking / Stopping • &Framing • B-WallInsulation/Caulk • B-Insulation/Energy • B-SheetrockNail • B-Building Final • B-Other BUILDING PERMIT APPLICATION Development Services Building Division 121 5th Ave N / Edmonds, WA 98020 425.771.0220 For handouts, submittal requirements, permit status and inspection scheduling information go to: www.edmondswa.eov. PLEASE NOTE: Intake appointments are required for New Single Family Residences, Large Additions, ADU's, New Commercial, and Major Tenant Improvement application submittals. If plans are prepared by a profession- al, electronic files are requested in addition to the hard copies. Please bring electronic fifes on a flash drive or coordinate for electronic transfer. Please call425-771-0220 to schedule an intake appointmentl JOB SITE INFORMATION/LOCATION: (Where the work is taking place) Job Site Address: 1 O-UL 2Z "'` h 5W Parcel: _QL%r _ (�70(�Qo ' CD Lot /Unit/Suite #: _ Subdivision: PROPERTY OWNER: Name: Mailing Address: ('� iJJ City/State/Zip: YY)p(YIS Phone #: iG %c{5— % /% Email: =fP.(-/ ��'' �'1'1 �1C��✓�G�� Cow OWNER INSTALLATION: *If yes, read and sign* Will work be performed by the property owner? ❑ Yes D(No I own, reside in, or will reside in the completed structure. This installation is being made on property that I own which is not intended for sale, lease, rent, or exchange according to RCW 18.27.090. Owner Signature: APPLICANT / CONTACT INFORMATION: Name of Applicant: Mailing Address: --,W City/State/Zip: Phone 21 C E-mail: (t ��! /'»'fTi L'(lf �GZ (�'1G S • c6rn GENERAL CONTRACTOR: (ifdifferentfrom applicant) -- General Contractor: �_i:2) V �I'Id✓ Mailing Address: City/State/Zip: Phone #: E-mail: STATE UBI #: CITY OF EDMONDS BUSINESS LICENSE #: WA STATE CONTRACTOR L & I #: (CCB) & EXPIRATION DATE: Pe7#: 7� TYPE OF ❑ Accessory Structure/ ❑ Addition Detached Garage ❑ D moiition ❑Mechanical ew Single Family / Duplex ❑ Plumbing ❑ Fire Sprinkler ❑ Remodel ❑ New Commercial/ Mixed Use ❑ Re -Roof ❑ Signs ❑ Tank ❑ Tenant Improvement ❑ Other Remodel Permit fees are based on: The value of the work performed. Indicate the value (rounded to the nearest dollar) of all equipment, materials, labor, overhead, and the profit for the work indicated on this application. Valuation: PROPOSED NEW SQUARE FOOTAGE FOR THIS APPLICATION Basement sq ft: Finished ❑ Unfinished ❑ 1st Floor, sq ft: 2nd Floor, sq ft: 1 Garage/Carport:, sq ft: ^ Deck/Covered Porch/Patio: U �� Other sq ft: PROJECTDESCRIPTION b n I certify that the information I have provided on this form/application is true, correct and complete, and that I am the property owner or duly authorized agent of the property owner to submit a permit application to the City of Edmonds. Print Name: V\.(- k 4 '046zze�4 Signature: Date 2 GENERAL COMMERCIAL DATA Occupancy Group(s): Occupant Load(s): Type(s) of Construction: Fire Sprinklers: Yes ❑ No ❑ WA STATE ENERGY CODE: If your project affects the building envelope, mechanical systems, and/or lighting, you must complete the appropriate WSEC forms. DEFERRED SUBMITTALS: All commercial building permits that will require associated plumbing, mechanical, fire sprinkler, and/or fire alarm permits are applied for separately. TI / CHANGE OF USE / NEW BLDG: Include TRAFFIC IMPACT worksheet EQUIPMENTMECHANICAL • BTUs Gas / Elec / Other Qty A/C Unit /Compressor D Air Handier /VAV Boiler Dryer Duct Exhaust Fans �i Fireplace c� Furnace ! a- S l� t Heat Pump Unit Hydronic Heating Roof Top Unit (Provide eleva- tions if Commercial Bldg) a Other: COUNTSPLUMBING FIXTURE Relocated or •••. Qty Qty Clothes Washer Tub/ Showers Dishwasher V' Backflow Device (RPBA, DCDA, AVB) Drinking Fountain S Pressure Reduction/ Regulator Valve Floor Drain/Sink Refrigerator Water Supply Hose Bibs I Water Heater - Tankless?&r N Hydronic Heat Water Service Line Sinks Other: i Toilets r Other: GAS/FUEL CONNECTION COUNTS(New, Relocated or BTUs Qty BTUs Qty A/C Unit Outdoor BBQ/ Fire pit Boiler Stove/Range/Oven %00 Dryer V Water Heater i Fireplace/ Insert Other: Furnace ' Other: COUNTSMEDICAL GAS, AIR VACUUM .. .. . MY Qty Carbon Dioxide Nitrous Oxide Helium Oxygen Medical Air Other: Medical - Surgical Vacuum Other: Type of structure to be demolished: Square footage of structure to be demolished: AHERA Survey done? Y / N PSCAA Case #: Critical Areas Determination: Study Required ❑ Conditional Waiver ElWaiver ❑ wiikiiiiiilni Fill in Place ❑ Fill Material: Removal ❑ Size of Tank (Gallons) Critical Areas Determination: Study Required ❑ Conditional Waiver ❑ Waiver ❑ GRAD E/F ILL/EXCAVATE Grading: Cut cubic yards Fill cubic yards Cut / Fill in Critical Area: Yes ❑ No GENERALPROVISIONS APPLICATIONS: Applications are valid for a maximum of 1 year. ESLHA Applications, 2 years. LICENSING: All contractors and subcontractors are required to be licensed with Washington State Department of Labor & Industries and have a current City of Edmonds Business License. cr2a 206, 0)7g PLANNING DIVISION Building Completeness PERMITTING & DEVELOPMENT 121 5th Avenue N P: 425.771,0220 www.edmondswa.gov www.maps.edmondswa.gov Submittal The Planning Division has noted the following deficiencies in the permit application. The applicant shall address each item identified prior to building permit application acceptance. Height Calculations Height Calculations: See handout #1341 — Height Calculation Information for details on how to provide height calculations. Datum Point: Please identify a datum point on the site plan and elevation of the datum point. The datum point should be something permanent such as a water meter. The datum point is used to verify height during the height inspection. Elevation Views: Please identify average grade, maximum allowable height and actual height on one of the elevation views. Setbacks: Show required zoning setbacks on the site plan and provide measurements l from all structures to the property lines. Coverage Calculations: Provide coverage calculations. Coverage means the total ground coverage of all buildings or structures on a site measured from the outside of external walls or supporting members or from a point two and one-half feet in from the outside edge of a cantilevered roof, whichever covers the greatest area. Critical Area Determination: There has not been a critical area determination on the subject property or the existing determination is older than five years. See handout #P20 — Critical Areas Checklist. Note: This information should not be used as a substitute for City codes and regulations. The Edmonds City (ECC) may be viewed at http://www.codepublishing.com/WA/Edmonds/. The applicant is responsible for ensuring compliance with the fees and regulations that are applicable at the time of submittal. If you have a specific question about a certain aspect of your project, please contact the Engineering Division at 121 5th Ave N, (425) 771-0220. Please note that other local, state, and/or federal nPrmitc nr annrnvak may he renuired- BUILDING DIVISION Residential Projects: OK Missing Plans: ae ❑ Plans scaled & legible C ❑ Stamped and signed by architect where applicable ®— ❑ Foundation plans and details D--' ❑ Floor plans and details C�- ❑ Elevation views -..._ C2_. -I:]_._._ T_y_pit+al_beari.ng--urall_-and-roof section1 view-- - --------------- L;— `. ❑ Fire rated construction - callouts and details IP" ❑ Structural drawings and details ❑ ❑ Other OK Missing Reports and Forms: 2" ❑ Structural calculations where required p ❑ ❑ Soils report jeti &Aw-r Q� ❑ Energy Code compliance shown on plans ❑ ❑ Other OTHER COMMENTS: eviewer Initials Note: This information should not be used as a substitute for City codes and regulations. The Edmonds City Code (ECC) may be viewed at http://www.codepublishing.com/WA/Edmonds/. The applicant is responsible for ensuring compliance with the fees and regulations that are applicable at the time of submittal. If you have a specific question about a certain aspect of your project, please contact the Engineering Division at 121 5th Ave N, (425) 771-0220. Please note that other local, state, and/or federal permits or approvals may be required. Building Permit Completeness Check — Building Division Page 2 of 3 BUILDING DIVISION Building Permit Submittal Completeness Check `.7C. I %9V PERMITTING & DEVELOPMENT 121 5th Avenue N P:425.771.0220 This checklist outlines the Building Division submittal www.edmondswa.gov requirements. www.maps.edmondswa.gov Project Name: ate: /� Address: / �Z-� ��T/'i PL S The Building Division has noted the following required items missing from the permit application. The applicant shall address each item identified prior to building permit application acceptance. Commercial Projects: OK Missing ❑ ❑ ❑ ❑ ❑ ❑ i Plans: Plans scaled & legible Stamped and signed by architect where applicable Code summary, including o Allowable Area calculations o Type of Construction o Occupancy group(s) o Occupant Load calculations o Fire Sprinklers indicated if required o Other Foundation plans Floor plans Elevation views Fire rated construction — callouts and details Door and window schedules Structural drawings Energy Code compliance shown on plans Other OK Missing Reports and Forms: ❑ ❑ Soils report ❑ ❑ Structural calculations ❑ ❑ WA State Energy Code forms for envelope, lighting ❑ ❑ Envelope plans and documents (for condos) ❑ ❑ Other Reviewer Initials Building Permit Completeness Check— Building Division Page I of 3 Engineering Division Building Permit Submittal Engineering Completeness Check PERMITTING & DEVELOPMENT 121 5th Avenue N P: 425,771.0220 www.edmondswa.gov www.maps.edmondswa.gov Address: //J 7Z3 Z c� J J6_iA Date Reviewer Initials The Engineering Division has noted the following deficiencies in the permit application. The applicant shall address each item identified prior to building permit application acceptance. ❑ 3 plans -Site plan, TESC plan, and Storm/Utility plan. Specific requirements below. ❑ Identifying information: owner name, address of site, ❑ If short plat or plat include name of plat, PLN number and Lot # ❑ Banner should include plan sheet name, sheet number, engineer or eng firm, project name. ❑ Plans shall be scaled 1:20, (1:10 or 1:30 may be acceptable in some cases if fully readable.) ❑ Existing and proposed conditions, call outs, notes, hatching etc. clearly shown. ❑ If lot is part of a short plat or plat, provide plat storm/utility plan sheet(s). Sheet must include utility stub locations, inverts, impervious surface allocation for lot, shared storm system if applicable. ❑ Stormwater/Drainage Report consistent with 2017 Stormwater code/2014 SWMMWW ❑ Stormwater Addendum Checklists -see below ❑ Geotechnical Report (report not required for full dispersion) ❑ Traffic Impact Worksheet if property is currently undeveloped or changing use of the property. Site Plan ❑ Traffic Impact Worksheet if property is undeveloped or changing use. ❑ If submitting site plan, eng site plan, and/or landscape plan, check for general consistency. ❑ Only show existing conditions that will remain post construction. ❑ Utilities (storm, sewer, water, catch basins), no specific construction information ❑ Impervious surface amount. (check that the same # is not listed for lot coverage) ❑ Frontage Improvements, sidewalk and driveway approach/dimensions, lot dimensions, setbacks. ❑ Easements or Dedications Temporary Erosion and Sedimentation Control Plan ❑ Stormwater Addendum Checklist #3 shall be completed. ❑ Location of bmps and standard details; SWMMWW standard details are fine. ❑ Area of disturbance shown. ❑ Check that any particular sloped areas are addressed. ❑ Tree protection ❑ Infiltration/Dispersion etc. areas are protected from equip etc. Building Permit Completeness Check — Engineering Division Page 1 of 2 Engineering Division ❑ Existing Topos- steep slope protection ❑ Retaining walls -top of wall and bottom of wall elevations. ❑ Reference to SWPPP or SWPPP notes on plan sheet. ❑ Construction sequence ❑ No rockeries, if over 12 ft in height, where height is greater than horizontal distance to row, if over 3ft and against fill. See 18.40.020 for all prohibitions. Drainage/Utility Plan ❑ Full adjacent right of way shall be shown with existing public utilities. ❑ Final Grade contours. Spot elevations if needed. ❑ All pipe shall be labeled with size, material and length. ❑ All utility structures shall -be called out. Type, size, and rim/invert elevations including existing utilities where project proposes connection. -Proposed connections to public mains shall i-nclude-size-a-nd- material- infofor---m-ain and ivert elevation information at the proposed connection. ❑ Dry utility locations (gas, power, cable) ❑ Water — o Meter -existing or proposed, size o WSL from meter or if sp, stub out at property line, to the structure. ❑ Sewer — o Connection at main shall be at a manhole. 0 6" clean out at property line and at 4-6" clean out at structure with invert elevations to verify min 2% slope 0 10' separation from water service. ❑ Storm — o Storm system(s) with dimensions o Pipe and structures with rim and inverts o Connections from structures and hard surfaces with inverts to storm system(s) 0 Stormwater Addendum Checklists: ❑ #1 or #2 Small or Large Site Checklist ❑ #3 SWPPP Drawings and Report ❑ #4 Methods for determining Infiltration Rates (not req. if using only dispersion bmps) ❑ #5 or #6 depending on bmp (not req if direct discharge or full dispersion) ❑ Checklists #7 through #15-must submit specific checklist(s) for the bmp(s) proposed. Traffic Control Plan OTHER COMMENTS: Note: This information should not be used as a substitute for City codes and regulations. The Edmonds City Code (ECC) may be viewed at b-Ltp://www.codepublishing.com/WA/EdmondS/. The applicant is responsible for ensuring compliance with the fees and regulations that are applicable at the time of submittal. If you have a specific question about a certain aspect of your project, please contact the Engineering Division at 121 5th Ave N, (425) 771-0220. Please note that other local, state, and/or federal permits or approvals may hp rPnuirpd- Building Permit Completeness Check — Engineering Division Page 2 of 2 l n 10 S a t0 20 SCALE IN FEET 20.00'I i LEGEND: I *I I 1I Y /� l\\ \ I 5 �_•a--e•N-__.._•vn...—I IeTNO LOTCMNBIT T7S — ...... .MR- LOTCORNEDTOBEBSY OTHERS Q II i 11 / 2000' \\ i j O PROPOSED ASPHALT DRNew/,r pp `20.Od \\\ 00117 R I i I L tIRE NNE STnIPINo III r 20 DO' LOT {,,:; i10,111 SF d 11 I 1 I I I 1 I1I II I Ii I 28.78' I � R11 i000',Iq'miIW.m Ii II E R Jsg ¢ll III 7s LOT A: 2 nt0 ar_� �s ♦ 14,045 SF ABBREVIATIONS: 1 � § • -- •" ----'q-1— P�Ir- °0- -,-'"- -- ; , 89T .�/1 I Rca+ca[ E� ALP c � I „ q wm� •.w a v. \if\ c ■--m W--w-l-s.— q_r. R/00a I \.• * f_____ TEsc.MroRv L �5 _I -_-wl_ - ,� 39 I ' EEDUFMATIOHCOx OL ,DAYS Al loos ORSTIHO rjzs.00' I I Tom. 1..�.....q—q_L.._w— q_ . I P•• i \ - 1 LIK.AL,EL ATR]N t. I I • slsM • SroRM pulx F w o. rRIvnTE So•STORM OPw,x J{i R1000' L SFAEQMENT :Lo"s :RY 3 urlyn y i ss.FCLennouT0. 1 1 \ 'SQROn0 LOTS, / / / / L__.____ T� TOPa VAVEMEMS p00'• ISERWNOxLDTSI V TYP•TYPCAL s I i uov AUNxnonouHo vOWER \\\10ar{\ FAEEAMI C11 E 1 01 SO' WM.VMTFR METED ITS LOT 8: I S GENERAL NOTES: 10,943 SF �1'p' lT AFL ABEPAM ERNY YATCONSTRUCTKK PERYrt S I qa rH la rwm ALLwam,xTwHTNF aiY (9,285 SF NET) 1f x1eNMT PUTIN -Pee' IOUCFFEDWITHMPRA I P R25 00• SPRWRLLR OYDTLMF REOAROLESFoP 01R 3 1 \ I S pf ap2' _Om LL! t 75, l�wr .tr._ w.`_w..__q. -ea _-ax—wL:,_.R.L _ __ _ _ _ .. _I .RdOar' �� I V10 rn ' _... _ 11d�_' . omaw \ `•R.,-Ao — -- --- .'A ROAD W,DTa - - kq \ •\'\ __ _ `,DCI,sLo]� ! ffith PLA('f SY�' O J Fxx N R17 W PRIVATEACCESSROAD, R Jlllll'Flti ROOST NUI E N -- ... .._ E RAE 0021.94' ■ 2.00' 5E � ■ w �z 3.W �g g y 30 oay M ,1n> R17 oo' 3i[ A a MAR CHEF urasY N x,..r .., -21 3 R n —1 APPROVAL FOR CONSTRUCTIONI'M � 7 CITY OF EDMONDS U DATE "� CO3 KEY NOTES: KEY NOTE: DETAILI SHEET Oi SUIIDPq SETSACRIIVPI - O VROTEm ER FIRE HYDRA' , O PILRDPDBEOMAILBOX1D S MA�DwLD ev uaPRTP. TO NkTAL11 CIDID (D ASPHALT DRrvcwAY - O FIRE NE 9TRIPINOIMIN A".WIDE AND PAINTED YQLL0IA, ' OI. PAINTED'FIRE L 1,1PARRNq• —FIR TD Ed MIN Ir.NaN, r SYROPE, r._ IN COLOR, AND ALTERNATELYSPACEDEVERYw FEET OSEE MEET COS FOR CPAINAOE IMPROVEMENTS DOE SEEO°SHEET COT FOR UT ITY MNROVEMENTS CO] ( W 90AI—ANDUTILRIES OSEE SHEET ODS FOR CURL£ DATA T YR) oa O INS TAL1.10-RDTORROUCTER DIRE HYDRANT AND REMOVE Ez SOILARD N PRESENT ITYP) RICII O FIO DDR INTEOT IDN HALL ..,L E THE FaLO'MNo ,S iS]]� PSOCtI Site Improvement Bond Quantity Worksheet Web date: 04/03/2015 Original bond computations prepared by: Name: Tim Gabelein, PE Date: 8/16/2018 PE Registration Number: 47652 Tel. #: 206-523-0024 Firm Name: Davido Consulting Group, Inc. Address: 15029 Bothell Way NE Suite 600, Lake Forest Park, WA 98155 Project No: Subdivision File #PLN20130031 Stabilization/Erosion Sediment Control (ESC) Existing Right -of -Way Improvements Future Public Right of Way & Drainage Facilities Private Improvements Calculated Quantity Completed Total Right -of Way and/or Site Restoration Bond*/** (First $7,500 of bond* shall be cash.) Performance Bond* Amount (A+B+C+D) = TOTAL Maintenance/Defect Bond* Total NAME OF PERSON PREPARING BOND* REDUCTION: (A) (B) FINANCIAL GUARANTEE REQUIREMENTS PERFORMANCE BOND* MINIMUM BOND* AMOUNT PUBLIC ROAD & DRAINAGE - AMOUNT - REQUIRED FOR RECORDING. OR MAINTENANCE/DEFECT BOND* — - TEMPORARY OCCUPANCY AT $ 11,074.7 SUBSTANTIAL COMPLETION *** $ 4,719.9 (C) $ (D) $ 145,225.0 (A+B) $ 15,794.6 (T) $ 161,019.6 Minimum is $2000. x 0.30 $ 48, 305.9 Minimum is $2000. Date: (B+C) x 0.25 = $ 1,180.0 Minimum is $2000. * NOTE: The word "bond" as used in this document means a financial guarantee acceptable to King County. ** NOTE: KCC 27A authorizes right of way and site restoration bonds to be combined when both are required. The restoration requirement shall include the total cost for all TESC as a minimum, not a maximum. In addition, corrective work, both on- and off -site needs to be included. Quantities shall reflect worse case scenarios not just minimum requirements. For example, if a salmonid stream may be damaged, some estimated costs for restoration needs to be reflected in this amount. The 30% contingency and mobilization costs are computed in this quantity. *** NOTE: Per KCC 27A, total bond amounts remaining after reduction shall not be less than 30% of the original amount (T) or as revised by major design changes. REQUIRED BOND* AMOUNTS ARE SUBJECT TO REVIEW AND MODIFICATION BY KING COUNTY Page 9 of 9 Unit prices updated: 03/02/2015 Check out the DDES Web site at www.kingcounty.goy/permits Version: 03/02/2015 KC BQ Worksheet_Complete Report Date: 8/16/2018 Site Improvement Bond Quantity Worksheet Web date: 04/03/2015 Existing Right-of-way Future Public Right of Way & Drainage Facilities Private Improvements Unit Price Unit Quant. Price Quant. I Cost Quant. Cost PARKING LOT SURFACING Not To Be Used For Roads Or Shoulders No 2" AC, 2" top course rock & 4" borrow PL - 1 $ 21.00 SY NA NA 2" AC, 1.5" top course & 2.5" base cours PL-2 $ 28.00 SY NA NA 4" select borrow PL - 3 $ 5.00 SY NA NA 1.5" top course rock & 2.5" base course PL-4 $ 14.00 SY NA NA UTILITY POLES & STREET LIGHTING Utility pole relocation costs must be accompanied by Franchise Utility's Cost Estimate Utility Poles Relocation UP-1 Lump Sum Street Light Poles w/Luminaires UP-2 $ 7,500.00 Each WRITE -IN -ITEMS Such as detention/water quality vaults. No. Washed Rock, 1.5-1.75" WI - 1 $ 25.00 CY 510 12,750.00 Engineered Soil WI - 2 $ 30.00 CY 192 5,760,00 Remove OHP, Install UGP WI - 3 $ 5,000.00 LS 1 5,000.00 New 1" Water Service/Meter/Connection WI - 4 $ 10,000.00 LS 1 10,000.00 New Gas Services/Connection WI - 5 $ 3,000.00 LS 1 3,000.00 WI-6 WI-7 WI-8 WI-9 wi-io SUBTOTAL SUBTOTAL (SUM ALL PAGES): 3,630.70 30%CONTINGENCY & MOBILIZATION: 1,089.21 GRANDTOTAL: 4,719.91 COLUMN: B Page 8 of 9 C C 111,711.50 33,513.45 145,224.95 Unit prices updated: 03/02/2015 "KCC 27A authorizes only one bond reduction. Version: 03/02/2015 KC BQ Worksheet_Complete Report Date: 8/16/2018 Site Improvement Bond Quantity Worksheet Web date: 04/03/2015 DRAINAGE CONTINUED Existing Right-of-way Future Public Right of Way & Drainage Facilities Private Improvements No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Culvert, Concrete, 8" D - 32 $ 25.00 LF Culvert, Concrete, 12" D - 33 $ 36.00 LF Culvert, Concrete, 15" D - 34 $ 42.00 LF Culvert, Concrete, 18" D - 35 $ 48.00 LF Culvert, Concrete, 24" D - 36 $ 78.00 LF Culvert, Concrete, 30" D - 37 $ 125.00 LF Culvert, Concrete, 36" D - 38 $ 150.00 LF Culvert, Concrete, 42" D - 39 $ 175.00 LF Culvert, Concrete, 48" D - 40 $ 205.00 LF Culvert, CPP, 6" D - 41 $ 14.00 LF Culvert, CPP, 8" D - 42 $ 16.00 LF Culvert, CPP, 12" D - 43 $ 24.00 LF Culvert, CPP, 15" D - 44 $ 35.00 LF Culvert, CPP, 18" D - 45 $ 41.00 LF Culvert, CPP, 24" D - 46 $ 56.00 LF Culvert, CPP, 30" D - 47 $ 78.00 LF Culvert, CPP, 36" D - 48 $ 130.00 LF Ditching D - 49 $ 9.50 CY Flow Dispersal Trench 1,436 base+ D - 50 $ 28.00 LF French Drain (3' de th) D - 51 $ 26.00 LF Geotextile, laid in trench, polypropylene D - 52 $ 3.00 SY Mid -tank Access Riser, 48" dia, 6' dee D - 54 $ 2,000.00 Each Pond Overflow Spillway D - 55 $ 16.00 SY Restrictor/Oil Separator, 12" D - 56 $ 1,150.00 Each Restrictor/Oil Separator, 15" D - 57 $ 1,350.00 Each Restrictor/Oil Separator, 18" D - 58 $ 1,700.00 Each Riprap, placed D - 59 $ 42.00 CY Tank End Reducer 36" diameter) D - 60 $ 1,200.00 Each Trash Rack, 12" D - 61 $ 350.00 Each Trash Rack, 15" D - 62 $ 410.00 Each Trash Rack, 18" D - 63 $ 480.00 Each Trash Rack, 21" D - 64 $ 550.00 Each Page 7 of 9 'KCC 27A authorizes only one bond reduction. KC BQ Worksheet_Complete SUBTOTAL Unit prices updated: 03/02/2015 �r► Version: 03/02/2015 Report Date: 8/16/2018 Site Improvement Bond Quantity Worksheet Web date: 04/03/2015 Existing Right-of-way Future Public Right of Way & Drainage Facilities Private Improvements Unit Price Unit Quant. Cost Quant. Cost Quant T Cost DRAINAGE (CPP = Corrugated Plastic Pipe, N12 or Equivalent) For Culvert prices, Average of 4' cover was assumed. Assumeperforated PVC is same price as solid pipe. Access Road, R/D D - 1 $ 21.00 SY Bollards - fixed D - 2 $ 240.74 Each Bollards - removable D - 3 $ 452.34 Each CBs include frame and lid CB Type l D- 4 $ 1,500.00 Each 9 13,500.00 CB TypelL D - 5 $ 1,750.00 Each CB Type II, 48" diameter D - 6 $ 2,300.00 Each for additional depth over 4' D - 7 $ 480.00 FT CB Type Ii, 54" diameter D - 8 $ 2,500.00 Each for additional depth over 4' D - 9 $ 495.00 FT CB Type II, 60" diameter D- 10 $ 2,800.00 Each for additional depth over 4' D - 11 $ 600.00 FT CB Type 11, 72" diameter D - 12 $ 3,600,00 Each for additional depth over 4' D- 13 $ 850,00 FT Through -curb Inlet Framework Add D - 14 $ 400.00 Each Cleanout, PVC, 4" D - 15 $ 150.00 Each Cleanout, PVC, 6" D - 16 $ 170,00 Each 14 2,380.00 Cleanout, PVC, 8" D - 17 $ 200,00 Each Culvert, PVC, 4" D- 18 $ 10.00 LF Culvert, PVC, 6" D- 19 $ 13.00 LF 784 10,192.00 Culvert, PVC, 8" D - 20 $ 15.00 LF Culvert, PVC, 12" D - 21 $ 23.00 LF Culvert, CMP, 8" D - 22 $ 19.00 LF Culvert, CMP, 12" D - 23 $ 29.00 LF Culvert, CMP, 15" D - 24 $ 35.00 LF Culvert, CMP, 18" D - 25 $ 41.00 LF Culvert, CMP, 24" D - 26 $ 56.00 LF Culvert, CMP, 30" D - 27 1 $ 78.00 LF Culvert, CMP, 36" D - 28 $ 130.00 LF Culvert, CMP, 48" D - 29 $ 190.00 LF Culvert, CMP, 60" D - 30 $ 270.00 1 LF Culvert, CMP, 72" D - 31 $ 350.00 1 LF Page 6 of 9 SUBTOTAL 26,072.00 Unit prices updated: 03/02/2015 "KCC 27A authorizes only one bond reduction. Version: 03/02/2015 KC BQ Worksheet_Complete Report Date: 8/16/2018 Site Improvement Bond Quantity Worksheet Web date: 04/03/2015 Existing Right-of-way Future Public Right of Way & Drainage Facilities Private Improvements Unit Price Unit Quant7T Cost Quant. Cost Quant. Cost ROAD SURFACING No. 4" Rock = 2.5 base & 1.5" to course 9 1/2" Rock= 8" base & 1.5" top course Additional 2.5 Crushed Surfacing RS - 1 $ 3.60 SY HMA 1/2" Overay, 1.5 RS - 2 $ 14.00 SY HMA 1/2" Overlay 2" RS - 3 $ 18.00 SY HMA Road, 2", 4" rock, First 2500 SY RS - 4 $ 28.00 SY HMA Road, 2", 4" rock, Qty. over 2500 SY RS - 5 $ 21.00 SY HMA Road, 3", 9 1/2" Rock, First 2500 S RS - 6 $ 42.00 SY HMA Road, 3", 9 1/2" Rock, Qty Over 250 RS - 7 $ 35.00 SY Not Used RS - 8 Not Used RS - 9 HMA Road, 6" Depth, First 2500 SY RS - 10 $ 33.10 SY HMA Road, 6" Depth, Qty. Over 2500 SY RS - 11 $ 30,00 SY HMA 3/4" or 1", 4" Depth RS - 12 $ 20.00 SY 29 580.00 781 15,620.00 Gravel Road, 4" rock, First 2500 SY RS - 13 $ 15.00 SY 29 435.00 781 11,715.00 Gravel Road, 4" rock, Qty. over 2500 SY RS - 14 $ 10.00 SY PCC Road Add Under Write -Ins w/Desig RS - 15 Thickened Edge RS - 17 $ 8.60 1 LF 1 2301 1,978.00 Page 5 of 9 *KCC 27A authorizes only one bond reduction. KC BQ Worksheet Complete SUBTOTAL 1,015.00 Unit prices updated: 03/02/2015 Version: 03/02/2015 Report Date: 8/16/2018 _-.6 Site Improvement Bond Quantity Worksheet Web date: 04/03/2015 14 Existing Right-of-way Future Public Right of Way 8 Drainage Facilities Private Improvements Unit Price I Ynitj Quant. Cost Quant. I Cost Quant. Cost ROADIMPROVEMENT No. AC Grinding, 4' wide machine < 1000sy RI - 1 $ 30.00 SY AC Grinding, 4' wide machine 1000-2000 RI - 2 $ 16.00 SY AC Grinding, 4' wide machine > 2000sy RI - 3 $ 10.00 SY AC Removal/Disposal RI - 4 $ 35.00 SY 5 175.00 Barricade, type III Permanent RI-6 $ 56.00 LF Curb & Gutter, rolled RI - 7 $ 17.00 LF Curb & Gutter, vertical RI-8 $ 12.50 LF Curb and Gutter, demolition and disposal RI - 9 $ 18.00 LF Curb, extruded asphalt RI - 10 $ 5.50 LF Curb, extruded concrete RI - 11 $ 7.00 LF Sawcut, asphalt, 3" depth RI - 12 $ 1.85 LF 221 40.70 Sawcut, concrete, per 1" depth RI - 13 $ 3.00 LF Sealant, asphalt RI - 14 $ 2.00 LF Shoulder, AC, see AC road unit price RI - 15 $ - SY Shoulder, gravel, 4" thick RI - 16 $ 15.00 SY Sidewalk, 4" thick RI - 17 $ 38.00 SY Sidewalk, 4" thick, demolition and dis osa RI - 18 $ 32.00 SY Sidewalk, 5" thick RI - 19 $ 41.00 SY Sidewalk, 5" thick, demolition and disposa RI - 20 $ 40.00 SY Sign, handicap RI - 21 $ 85.00 Each Striping, er stall RI - 22 $ 7.00 Each Striping, thermoplastic, for crosswalk RI - 23 $ 3.00 SF Striping, 4" reflectorized line RI - 24 $ 0.50 LF 1 1 4491 224.50 Page 4 of 9 SUBTOTAL 215.70 224.50 Unit prices updated: 03/02/2015 'KCC 27A authorizes only one bond reduction. Version: 03/02/2015 KC BQ Works heet_Complete Report Date: 8/16/2018 Site Improvement Bond Quantity Worksheet Web date: 04/03/2015 Existing Right -of -Way Future Public Right of Way & Drainage Facilities Private Improvements Unit Price Unit Quant. Cost Quant. Cost Quant. Cost GENERAL ITEMS No. Backfill & Compaction- embankment GI - 1 $ 6.00 CY Backfill & Compaction- trench GI-2 $ 9.00 CY 392 3,528.00 Clear/Remove Brush, by hand GI-3 $ 1.00 SY Clearing/Grubbing/Tree Removal GI - 4 $ 10,000.00 Acre 0.5 5,000.00 Excavation - bulk GI-5 1 $ 2.00 CY 82 164.00 Excavation - Trench GI-6 $ 5.00 CY 1200 6,000.00 Fencing, cedar, 6' hi h GI-7 $ 20.00 LF Fencing, chain link, vinyl coated, 6' high GI-8 $ 20.00 LF Fencing, chain link, gate, vinyl coated, 20' GI-9 $ 1,400.00 Each Fencing, split rail, 3' high GI - 10 $ 15.00 LF Fill & compact - common barrow GI - 11 $ 25.00 CY Fill & compact - gravel base GI - 12 $ 27.00 CY Fill & compact - screened topsoil GI -13 $ 39.00 CY Gabion, 12" deep, stone filled mesh GI - 14 $ 65.00 SY Gabion, 18" deep, stone filled mesh GI - 15 $ 90.00 SY Gabion, 36" deep, stone filled mesh GI - 16 $ 150.00 SY Grading, fine, by hand GI - 17 $ 2.50 SY Grading, fine, with grader GI - 18 $ 2.00 SY 2450 4,900.00 Monuments, T Ion GI - 19 $ 250.00 Each Sensitive Areas Sin GI - 20 $ 7.00 Each Sodding, 1" deep, sloped ground GI - 21 $ 8.00 SY Surveying, line & grade GI - 22 $ 850.00 Da Surveying, lot location/lines GI - 23 $ 1,800.00 Acre Traffic control crew 2 flaggers GI - 24 $ 120.00 HR 20 2,400.00 Trail, 4" chipped wood GI - 25 $ 8.00 SY Trail, 4" crushed cinder GI - 26 $ 9.00 SY Trail, 4" top course GI - 27 $ 12.00 SY Wall, retaining, concrete GI - 28 $ 55.00 SF Wall, rockery GI - 29 $ 15.00 SF Page 3 of 9 "KCC 27A authorizes only one bond reduction. KC BQ Worksheet Complete SUBTOTAL 2,400.00 19,592.00 Unit prices updated: 03/02/2015 Y Version: 03/02/2015 Report Date: 8/16/2018 Site Improvement Bond Quantity Worksheet S15 Webdate: 04/03/2015 Reference # Unit Price Unit Quantitv # of Applications Cost EROSION/SEDIMENT CONTROL Number Backfill & compaction -embankment ESCA $ 6.00 CY Check dams, 4" minus rock ESC-2 SWDM 5.4.6.3 $ 80.00 Each Crushed surfacing 1 1/4" minus ESC-3 WSDOT 9-03.9(3) $ 95.00 CY Ditching ESC-4 $ 9.00 CY Excavation -bulk ESC-5 $ 2.00 CY Fence, silt ESC-6 SWDM 5.4.3.1 $ 1.50 LF 277 1 $ 415.50 Fence, Temporary NGPE ESC-7 $ 1.50 LF 825 1 $ 1,237.50 H droseeding ESC-8 SWDM 5.4.2A $ 0.80 SY Jute Mesh ESC-9 SWDM 5.4.2.2 $ 3.50 SY $ - Mulch, by hand, straw, 3" deep ESCA0 SWDM 5.4.2.1 $ 2.50 SY $ - Mulch, by machine, straw, 2" deep ESC-11 SWDM 5.4.2.1 $ 2.00 SY $ - Piping, temporary, CPP, 6" ESCA2 $ 12.00 LF $ - Piping, temporary, CPP, 8" ESCA3 $ 14.00 LF $ - Piping, temporary, CPP, 12" ESC-14 $ 18.00 LF $ - Plastic covering, 6mm thick, sandbagged ESCA5 SWDM 5.4.2.3 $ 4.00 SY $ - Rip Rap, machine laced; slopes ESC-16 WSDOT 9-13.1(2) $ 45.00 CY $ - Rock Construction Entrance, 50'x15'x1' ESC-17 SWDM 5.4.4.1 $ 1,800.00 Each 1 1 $ 1,800.00 Rock Construction Entrance, 100'x15'x1' ESCA8 SWDM 5.4.4.1 $ 3,200.00 Each Sediment pond riser assembly ESCA9 SWDM 5.4.5.2 $ 2,200.00 Each $ - Sediment trap, 5' high berm ESC-20 I SWDM 5A.5.1 $ 19.00 LF $ - Sed. trap, 5' high, riprapped spillway berm section ESC-21 SWDM 5.4.5.1 $ 70.00 LF $ - Seeding, by hand Sodding, 1" deep, level ground ESC-22 SWDM 5.4.2.4 $ 1.00 SY $ - ESC-23 SWDM 5.4.2.5 $ 8.00 SY $ - Sodding, 1" deep, sloped ground ESC-24 SWDM 5.4.2.5 $ 10.00 SY $ - TESC Supervisor ESC-25 $ 110.00 HR 40 1 $ 4,400.00 Water truck, dust control ESC-26 SWDM 5.4.7 $ 140.00 HR $ - WRITE -IN -ITEMS *"** see a e 9 Inlet Protection $ 74.00 Each 9 1 666 ESC SUBTOTAL: 30% CONTINGENCY & MOBILIZATION: ESC TOTAL: COLUMN: Page 2 of 9 KC BQ Worksheet_Complete $ 8,519.00 $ 2,555.70 $ 11, 074.70 A Unit prices updated: 3/2/2015 Version: 3/2/2015 Report Date: 8/16/2018 Site Improvement Bond Quantity Worksheet S15 Webdate: 04/03/2015 King County Department of Permitting & Environmental Review 35030 SE Douglas Street, Suite 210 Snoqualmie, Washington 98065-9266 For alternate formats, call 206-296-6600. 206-296-6600 M Relay 711 Project Name: Lindberg Short Plat Date: 8/16/2018 Location: 10723 235th PI SW, Edmonds Project No.: Activity -No.: Clearing greater than or equal to 5,000 board feet of timber? yes If yes, Forest Practice Permit Number: (RCW 76.09) Page 1 of 9 KC BQ Worksheet_Complete I►.4We Note: All prices include labor, equipment, materials, overhead and profit. Prices are from RS Means data adjusted for the Seattle area or from local sources if not included in the RS Means database. Unit prices updated: 3/2/2015 Version: 3/2/2015 Report Date: 8/16/2018 10 ` a , Drainage Report — Rev 1 Lindberg Short Plat —10723 235th PI W August 2018 APPENDIX F King County Site Improvement Bond Quantity Worksheet 20180815_10723 235th PI SW Edmonds Drainage Report _Rev 1 Disclaimer Legal Notice This program and accompanying documentation are provided 'as -is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright O by : Clear Creek Solutions, Inc. 2005-2018; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com Entire Site Area 8/16/2018 1:08:23 PM Page 69 Y Mitigated HSPF Message File Entire Site Area 8/16/2018 1:08:23 PM Page 68 Predeveloped HSPF Message File Entire Site Area 8/16/2018 1:08:23 PM Page 67 0 RCHRES 5 HYDR 0 2 1 1 RCHRES 5 HYDR STAGE 1 1 1 RCHRES 6 HYDR RO 1 1 1 RCHRES 6 HYDR 0 1 1 1 RCHRES 6 HYDR 0 2 1 1 RCHRES 6 HYDR STAGE 1 1 1 END EXT TARGETS MASS -LINK <Volume> <-Grp> <-Member-><--Mult--> <Name> <Name> # #<-factor-> MASS -LINK 2 PERLND PWATER SURO 0.083333 END MASS -LINK 2 MASS -LINK 3 PERLND PWATER IFWO 0.083333 END MASS -LINK 3 MASS -LINK 5 IMPLND IWATER SURO 0.083333 END MASS -LINK 5 MASS -LINK 12 PERLND PWATER SURO 0.083333 END MASS -LINK 12 MASS -LINK 13 PERLND PWATER IFWO 0.083333 END MASS -LINK 13 MASS -LINK 15 IMPLND IWATER SURO 0.083333 END MASS -LINK 15 MASS -LINK 17 RCHRES OFLOW OVOL 1 END MASS -LINK 17 END MASS -LINK END RUN Entire Site Area WDM 1030 FLOW ENGL REPL WDM 1031 STAG ENGL REPL WDM 1032 FLOW ENGL REPL WDM 1033 FLOW ENGL REPL WDM 1034 FLOW ENGL REPL WDM 1035 STAG ENGL REPL <Target> <-Grp> <-Member->*** <Name> <Name> # #*** RCHRES INFLOW IVOL RCHRES INFLOW IVOL RCHRES COPY [Ks)!Wy COPY COPY 8/16/2018 1:08:23 PM INFLOW IVOL 1404111MOODMU1 INPUT MEAN INPUT MEAN INPUT MEAN Page 66 I 3.388889 0.002022 0.002055 0.000000 0.001018 3.444444 0.002022 0.002088 0.000000 0.001018 3.500000 0.002022 0.002122 0.000000 0.001018 3.555556 0.002022 0.002156 0.000000 0.001018 3.611111 0.002022 0.002190 0.000000 0.001018 3.666667 0.002022 0.002223 0.000000 0.001018 3.722222 0.002022 0.002257 0.000000 0.001018 3.777778 0.002022 0.002291 0.000000 0.001018 3.833333 0.002022 0.002324 0.000000 0.001018 3.888889 0.002022 0.002358 0.000000 0.001018 3.944444 0.002022 0.002392 0.000000 0.001018 4.000000 0.002022 0.002425 0.000000 0.001018 4.055556 0.002022 0.002538 0.115525 0.001018 4.111111 0.002022 0.002650 0.323094 0.001018 4.166667 0.002022 0.002762 0.575411 0.001018 4.222222 0.002022 0.002875 0.835581 0.001018 4.277778 0.002022 0.002987 1.067215 0.001018 4.333333 0.002022 0.003100 1.242541 0.001018 4.388889 0.002022 0.003212 1.355566 0.001018 4.444444 0.002022 0.003324 1.458162 0.001018 4.500000 0.002022 0.003437 1.546614 0.001018 4.555556 0.002023 0.003549 1.630275 0.001018 4.611111 0.002023 0.003661 1.709847 0.001018 4.666667 0.002023 0.003774 1.785876 0.001018 4.722222 0.002023 0.003886 1.858799 0.001018 4.777778 0.002023 0.003998 1.928967 0.001018 4.833333 0.002023 0.004111 1.996671 0.001018 4.888889 0.002023 0.004223 2.062153 0.001018 4.944444 0.002023 0.004336 2.125618 0.001018 5.000000 0.002023 0.004448 2.187243 0.001018 5.055556 0.002023 0.004560 2.247179 0.001018 END FTABLE 6 END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 DIV PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 DIV IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP WDM 2 PREC ENGL 1 DIV RCHRES 5 EXTNL PREC WDM 1 EVAP ENGL 0.76 RCHRES 5 EXTNL POTEV END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Membe'r-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name>'# #<-factor->strg <Name> # <Name> tem strg strg*** RCHRES 1 HYDR RO 11 1 1 WDM 1008 FLOW ENGL REPL RCHRES 1 HYDR 0 .1 1 1 WDM 1009 FLOW ENGL REPL RCHRES 1 HYDR 0 2 1 1 WDM 1010 FLOW ENGL REPL RCHRES 1 HYDR STAGE 1 1 1 WDM 1011 STAG ENGL REPL COPY 1 OUTPUT MEAN 1 1 48.4 WDM 701 FLOW ENGL REPL COPY 501 OUTPUT MEAN 1 1 48.4 WDM 801 FLOW ENGL REPL COPY 601 OUTPUT MEAN 1 1 48.4 WDM 901 FLOW ENGL REPL RCHRES 2 HYDR RO 1 1 1 WDM 1012 FLOW ENGL REPL RCHRES 2 HYDR 0 1 1 1 WDM 1013 FLOW ENGL REPL RCHRES 2 HYDR O 2 1 1 WDM 1014 FLOW ENGL REPL RCHRES 2 HYDR STAGE 1 1 1 WDM 1015 STAG ENGL REPL RCHRES 3 HYDR RO 11 1 1 WDM 1016 FLOW ENGL REPL RCHRES 3 HYDR 0 i1 1 1 WDM 1017 FLOW ENGL REPL RCHRES 3 HYDR 0 �2 1 1 WDM 1018 FLOW ENGL REPL RCHRES 3 HYDR STAGE .1 1 1 WDM 1019 STAG ENGL REPL RCHRES 4 HYDR RO 1 1 1 WDM 1024 FLOW ENGL REPL RCHRES 4 HYDR 0 1 1 1 WDM 1025 FLOW ENGL REPL RCHRES 4 HYDR 0 2 1 1 WDM 1026 FLOW ENGL REPL RCHRES 4 HYDR STAGE 1 1 1 WDM 1027 STAG ENGL REPL RCHRES 5 HYDR RO 1 1 1 WDM 1028 FLOW ENGL REPL RCHRES 5 HYDR 0 1 1 1 WDM 1029 FLOW ENGL REPL Entire Site Area 8/1612018 1:08:23 PM Page 65 4.888889 0.003327 0.006949 2.062153 0.001677 4.944444 0,003327 0.007134 2.125618 0.001677 5.000000 0,003327 0.007319 2.187243 0.001677 5.055556 0.003327 0.007504 2.247179 0.001677 END FTABLE 5 FTABLE 6 92 5 Depth Area Volume Outflowl Outflow2 (ft) (acres) (acre-ft) (cfs) (cfs) 0.000000 0.002020 0.000000 0.000000 0.000000 0.055556 0.002020 0.000034 0.000000 0.001018 0.111111 0.002020 0.000067 0.000000 0.001018 0.166667 0.002020 0.000101 0.000000 0.001018 0.222222 0.002020 0.000135 0.000000 0.001018 0.277778 0.002020 0.000168 0.000000 0.001018 0.333333 0.002020 0.000202 0.000000 0.001018 0.388889 0.002020 0.000236 0.000000 0.001018 0.444444 0.002020 0.000269 0.000000 0.001018 0.500000 0.002020 0.000303 0.000000 0.001018 0.555556 0.002020 0.000337 0.000000 0.001018 0.611111 0.002021 0.000370 0.000000 0.001018 0.666667 0.002021 0.000404 0.000000 0.001018 0.722222 0.002021 0.000438 0.000000 0.001018 0.777778 0.002021 0.000471 0.000000 0.001018 0.833333 0.002021 0.000505 0.000000 0.001018 0.888889 0.002021 0.000539 0.000000 0.001018 0.944444 0.002021 0.000572 0.000000 0.001018 1.000000 0.002021 0.000606 0.000000 0.001018 1.055556 0.002021 0.000640 0.000000 0.001018 1,111111 0.002021 0,000673 0.000000 0.001018 1.166667 0.002021 0.000707 0.000000 0.001018 1.222222 0.002021 0.000741 0.000000 0.001018 1.277778 0.002021 0.000775 0.000000 0.001018 1.333333 0.002021 0.000808 0.000000 0.001018 1.388889 0.002021 0.000842 0.000000 0.001018 1.444444 0.002021 0.000876 0.000000 0.001018 1.500000 0.002021 0.000909 0.000000 0.001018 1.555556 0.002021 0.000943 0.000000 0.001018 1.611111 0.002021 0.000977 0.000000 0.001018 1.666667 0.002021 0.001010 0.000000 0.001018 1.722222 0.002021 0.001044 0.000000 0.001018 1.777778 0.002021 0.001078 0.000000 0.001018 1.833333 0.002021 0.001111 0.000000 0.001018 1.888889 0.002021 0.001145 0.000000 0.001018 1.944444 0.002021 0.001179 0.000000 0.001018 2.000000 0.002021 0.001212 0.000000 0.001018 2.055556 0.002021 0.001246 0.000000 0.001018 2.111111 0.002021 0.001280 0.000000 0.001018 2.166667 0.002021 0.001313 0.000000 0.001018 2.222222 0.002021 0.001347 0.000000 0.001018 2.277778 0.002021 0.001381 0.000000 0.001018 2,333333 0.002021 0.001415 0.000000 0.001018 2.388889 0,002021 0.001448 0.000000 0,001018 2.444444 0.002021 0.001482 0.000000 0.001018 2.500000 0.002021 0.001516 0.000000 0.001018 2.555556 0.002021 0.001549 0.000000 0.001018 2.611111 0.002022 0.001583 0.000000 0.001018 2.666667 0.002022 0.001617 0.000000 0.001018 2.722222 0.002022 0.001650 0.000000 0.001018 2.777778 0.002022 0.001684 0.000000 0.001018 2.833333 0.002022 0.001718 0.000000 0.001018 2.888889 0.002022 0.001751 0.000000 0.001018 2.944444 0.002022 0.001785 0.000000 0.001018 3.000000 0.002022 0.001819 0.000000 0.001018 3.055556 0.002022 0.001853 0.000000 0.001018 3.111111 0.002022 0.001886 0.000000 0.001018 3.166667 0.002022 0.001920 0.000000 0.001018 3.222222 0.002022 0.001954 0.000000 0.001018 3.277778 0.002022 0.001987 0.000000 0.001018 3.333333 0.002022 0.002021 0.000000 0.001018 Velocity Travel Time*** (ft/sec) (Minutes)*** Entire Site Area 8/16/2018 1:08:23 PM Page 64 I t 1.000000 0.003327 0.000998 0.000000 0.001677 1.055556 0.003327 0.001053 0.000000 0.001677 1.111111 0.003327 0.001109 0.000000 0.001677 1.166667 0.003327 0.001164 0.000000 0.001677 1.222222 0.003327 0.001220 0.000000 0.001677 1.277778 0.003327 0.001275 0.000000 0.001677 1.333333 0.003327 0.001331 0.000000 0.001677 1.388889 0.003327 0.001386 0.000000 0.001677 1.444444 0.003327 0.001442 0.000000 0.001677 1.500000 0.003327 0.001497 0.000000 0.001677 1.555556 0.003327 0.001552 0.000000 0.001677 1.611111 0.003327 0.001608 0.000000 0.001677 1.666667 0.003327 0.601663 0.000000 0.001677 1.722222 0.003327 0.001719 0.000000 0.001677 1.777778 0.003327 0.001774 0.000000 0.001677 1.833333 0.003327 0.001830 0.000000 0.001677 1.888889 0.003327 0.001885 0.000000 0.001677 1.944444 0.003327 0.001941 0.000000 0.001677 2.000000 0.003327 0.001996 0.000000 0.001677 2.055556 0.003327 0.002051 0.000000 0.001677 2.111111 0.003327 0.002107 0.000000 0.001677 2.166667 0.003327 0.002162 0.000000 0.001677 2.222222 0.003327 0.002218 0.000000 0.001677 2.277778 0.003327 0.002273 0.000000 0.001677 2.333333 0.003327 0.002329 0.000000 0.001677 2.388889 0.003327 0.002384 0.000000 0.001677 2.444444 0.003327 0.002440 0.000000 0.001677 2.500000 0.003327 0.002495 0.000000 0.001677 2.555556 0.003327 0.002550 0.000000 0.001677 2.611111 0.003327 0.002606 0.000000 0.001677 2.666667 0.003327 0.002661 0.000000 0.001677 2.722222 0.003327 0.002717 0.000000 0.001677 2.777778 0.003327 0.002772 0.000000 0.001677 2.833333 0.003327 0.002828 0.000000 0.001677 2.888889 0.003327 0.002883 0.000000 0.001677 2.944444 0.003327 0.002939 0.000000 0.001677 3.000000 0.003327 0.002994 0.000000 0.001677 3.055556 0.003327 0.003049 0.000000 0.001677 3.111111 0.003327 0.003105 0.000000 0.001677 3.166667 0.003327 0.003160 0.000000 0.001677 3.222222 0.003327 0.003216 0.000000 0,001677 3.277778 0.003327 0.003271 0.000000 0.001677 3.333333 0.003327 0.003327 0.000000 0,001677 3.388889 0.003327 0.003382 0.000000 0.001677 3.444444 0.003327 0.003438 0.000000 0.001677 3.500000 0.003327 0.003493 0.000000 0.001677 3.555556 0.003327 0.003548 0.000000 0.001677 3.611111 0.003327 0.003604 0.000000 0.001677 3.666667 0.003327 0.003659 0.000000 0.001677 3.722222 0.003327 0.003715 0.000000 0.001677 3.777778 0.003327 0.003770 0.000000 0.001677 3.833333 0.003327 0.003826 0.000000 0.001677 3.888889 0.003327 0.003881 0.000000 0.001677 3.944444 0.003327 0.003937 0.000000 0.001677 4.000000 0.003327 0.003992 0.000000 0.001677 4.055556 0.003327 0.004177 0.115525 0.001677 4,111111 0.003327 0.004362 0.323094 0.001677 4.166667 0.003327 0.004547 0.575411 0,001677 4.222222 0.003327 0.004731 0.835581 0.001677 4.277778 0.003327 0.004916 1.067215 0.001677 4.333333 0.003327 0.005101 1.242541 0.001677 4.388889 0.003327 0.005286 1.355566 0.001677 4.444444 0.003327 0.005471 1.458162 0.001677 4.500000 0.003327 0.005656 1.546614 0.001677 4.555556 0.003327 0.005840 1.630275 0.001677 4.611111 0.003327 0.006025 1.709847 0.001677 4.666667 0.003327 0.006210 1.785876 0.001677 4.722222 0.003327 0.006395 1.858799 0.001677 4.777778 0.003327 0.006580 1.928967 0.001677 4.833333 0.003327 0.006765 1.996671 0.001677 Entire Site Area 8/16/2018 1:08:23 PM Page 63 t 2.500000 0.026862 0.020145 0.000000 0.013541 2.555556 0.026862 0.020593 0.000000 0.013541 2.611111 0.026862 0.021041 0.000000 0.013541 2.666667 0.026862 0.021488 0.000000 0.013541 2.722222 0.026862 0.021936 0.000000 0.013541 2.777778 0.026862 0.022384 0.000000 0.013541 2.833333 0.026862 0.022832 0.000000 0.013541 2.888889 0.026862 0.023279 0.000000 0.013541 2.944444 0.026862 0.023727 0.000000 0.013541 3.000000 0.026862 0.024175 0.000000 0.013541 3.055556 0.026862 0.024622 0.000000 0.013541 3.111111 0.026862 0.025070 0.000000 0.013541 3.166667 0.026862 0.025518 0.000000 0.013541 3.222222 0.026862 0.025965 0.000000 0.013541 3.277778 0.026862 0.026413 0.000000 0.013541 3.333333 0.026862 0.026861 0.000000 0.013541 3.388889 0.026862 0.027309 0.000000 0.013541 3.444444 0.026862 0.027756 0.000000 0.013541 3.500000 0.026862 0.028204 0.000000 0.013541 3.555556 0.026862 0.028652 0.000000 0.013541 3.611111 0.026862 0.029099 0.000000 0.013541 3.666667 0.026863 0.029547 0.000000 0.013541 3.722222 0.026863 0.029995 0.000000 0.013541 3.777778 0.026863 0.030443 0.000000 0.013541 3.833333 0.026863 0.030890 0.000000 0.013541 3.888889 0.026863 0.031338 0.000000 0.013541 3.944444 0.026863 0.031786 0.000000 0.013541 4.000000 0.026863 0.032233 0.000000 0.013541 4.055556 0.026863 0.033726 0.115525 0.013541 4.111111 0.026863 0.035218 0.323094 0.013541 4.166667 0.026863 0.036711 0.575411 0.013541 4.222222 0.026863 0.038203 0.835581 0.013541 4.277778 0.026863 0.039695 1.067215 0.013541 4.333333 0.026863 0.041188 1.242541 0.013541 4.388889 0.026863 0.042680 1.355566 0.013541 4.444444 0.026863 0.044172 1.458162 0.013541 4.500000 0.026863 0.045665 1.546614 0.013541 4.555556 0.026863 0.047157 1.630275 0.013541 4.611111 0.026863 0.048650 1.709847 0.013541 4.666667 0.026863 0.050142 1.785876 0.013541 4.722222 0.026863 0.051635 1.858799 0,013541 4.777778 0.026863 0.053127 1.928967 0.013541 4.833333 0.026863 0.054619 1.996671 0.013541 4,888889 0.026864 0.056112 2.062153 0.013541 4.944444 0.026864 0.057604 2.125618 0.013541 5,000000 0.026864 0.059097 2.187243 0.013541 5.055556 0.026864 0.060589 2.247179 0.013541 END FTABLE 4 FTABLE 5 92 5 Depth Area Volume Outflowl Outflow2 (ft) (acres) (acre-ft) (cfs) (cfs) 0.000000 0.003326 0.000000 0.000000 0.000000 0.055556 0.003326 0.000055 0.000000 0.001677 0.111111 0.003326 0.000111 0.000000 0.001677 0.166667 0.003326 0.000166 0.000000 0.001677 0.222222 0.003326 0.000222 0.000000 0.001677 0.277778 0.003326 0.000277 0.000000 0.001677 0.333333 0.003326 0.000333 0.000000 0.001677 0.388889 0.003326 0.000388 0.000000 0.001677 0.444444 0.003327 0.000444 0.000000 0.001677 0.500000 0.003327 0.000499 0.000000 0.001677 0.555556 0.003327 0.000554 0.000000 0.001677 0.611111 0.003327 0.000610 0.000000 0.001677 0.666667 0.003327 0.000665 0.000000 0.001677 0.722222 0.003327 0.000721 0.000000 0.001677 0.777778 0.003327 0.000776 0.000000 0.001677 0.833333 0.003327 0.000832 0.000000 0,001677 0.888889 0.003327 0.000887 0.000000 0.001677 0.944444 0.003327 0.000943 0.000000 0.001677 Velocity Travel Time*** (ft/sec) (Minutes)*** Entire Site Area 8/16/2018 1:08:23 PM Page 62 I 4.000000 0.009643 0.011571 0.000000 0.004861 4.055556 0.009643 0.012107 0.115525 0.004861 4.111111 0.009643 0.012642 0.323094 0.004861 4.166667 0.009643 0.013178 0.575411 0.004861 4.222222 0.009643 0.013714 0.835581 0.004861 4.277778 0.009643 0.014250 1.067215 0.004861 4.333333 0.009643 0.014785 1.242541 0.004861 4.388889 0.009643 0.015321 1.355566 0.004861 4.444444 0.009643 0.015857 1.458162 0.004861 4.500000 0.009643 0.016393 1.546614 0.004861 4.555556 0.009643 0.016928 1.630275 0.004861 4.611111 0.009643 0.017464 1.709847 0.004861 4.666667 0.009643 0.018000 1.785876 0.004861 4.722222 0.009643 0.018536 1.858799 0.004861 4.777778 0.009643 0.019071 1.928967 0.004861 4.833333 0.009643 0.019607 1.996671 0.004861 4.888889 0.009643 0.020143 2.062153 0.004861 4.944444 0.009643 0.020679 2.125618 0.004861 5.000000 0.009643 0.021214 2.187243 0.004861 5.055556 0.009643 0.021750 2.247179 0.004861 END FTABLE 3 FTABLE 4 92 5 Depth Area Volume Outflowl Outflow2 (ft) (acres) (acre-ft) (cfs) (cfs) 0.000000 0.026860 0.000000 0.000000 0.000000 0.055556 0.026860 0.000448 0.000000 0.013541 0.111111 0.026860 0.000895 0.000000 0.013541 0.166667 0.026860 0.001343 0.000000 0.013541 0.222222 0.026860 0.001791 0.000000 0.013541 0.277778 0.026860 0.002238 0.000000 0.013541 0.333333 0.026860 0.002686 0.000000 0.013541 0.388889 0.026860 0.0'03134 0.000000 0.013541 0.444444 0.026860 0.003581 0.000000 0.013541 0.500000 0.026860 0.004029 0.000000 0.013541 0.555556 0.026860 0.004477 0.000000 0.013541 0.611111 0.026860 0.004924 0.000000 0.013541 0.666667 0.026860 0.005372 0.000000 0.013541 0.722222 0.026860 0.005820 0.000000 0.013541 0.777778 0.026860 0.006267 0.000000 0.013541 0.833333 0.026860 0.006715 0.000000 0.013541 0.888889 0.026860 0.007163 0.000000 0.013541 0.944444 0.026860 0.007610 0.000000 0.013541 1.000000 0.026860 0.008058 0.000000 0.013541 1.055556 0.026860 0.008506 0.000000 0.013541 1.111111 0.026860 0.008953 0.000000 0.013541 1.166667 0.026860 0.009401 0.000000 0.013541 1.222222 0.026861 0.009849 0.000000 0.013541 1.277778 0.026861 0.010296 0.000000 0.013541 1.333333 0.026861 0.010744 0.000000 0.013541 1.388889 0.026861 0.011192 0.000000 0.013541 1.444444 0.026861 0.011639 0.000000 0.013541 1.500000 0.026861 0.012087 0.000000 0.013541 1.555556 0.026861 0.012535 0.000000 0.013541 1.611111 0.026861 0.012982 0.000000 0.013541 1.666667 0.026861 0.013430 0.000000 0.013541 1.722222 0.026861 0.013878 0.000000 0.013541 1.777778 0.026861 0.014325 0.000000 0.013541 1.833333 0.026861 0.014773 0.000000 0.013541 1.888889 0.026861 0.015221 0.000000 0.013541 1.944444 0.026861 0.015669 0.000000 0.013541 2.000000 0.026861 0.016116 0.000000 0.013541 2.055556 0.026861 0.016564 0.000000 0.013541 2.111111 0.026861 0.017012 0.000000 0.013541 2.166667 0.026861 0.017459 0.000000 0.013541 2.222222 0.026861 0.017907 0.000000 0.013541 2.277778 0.026861 0.018355 0.000000 0.013541 2.333333 0.026861 0.018802 0.000000 0.013541 2.388889 0.026861 0.019250 0.000000 0.013541 2.444444 0.026862 0.019698 0.000000 0.013541 Velocity Travel Time*** (ft/sec) (Minutes)*** Entire Site Area 8/16/2018 1:08:23 PM Page 61 0.111111 0.009642 0.000321 0.000000 0.004861 0.166667 0.009642 0.000482 0.000000 0.004861 0.222222 0.009642 0.000643 0.000000 0.004861 0.277778 0,009642 0.000803 0.000000 0.004861 0.333333 0.009642 0.000964 0.000000 0.004861 0.388889 0.009642 0.001125 0.000000 0.004861 0.444444 0.009642 0.001286 0.000000 0.004861 0.500000 0.009642 0.001446 0.000000 0.004861 0.555556 0.009642 0.001607 0.000000 0.004861 0.611111 0.009642 0.001768 0.000000 0.004861 0.666667 0.009642 0.001928 0.000000 0.004861 0.722222 0.009642 0.002089 0.000000 0.004861 0.777778 0.009642 0.002250 0.000000 0.004861 0.833333 0.009642 0.002411 0.000000 0.004861 0.888889 0.009642 0.002571 0.000000 0.004861 0.944444 0.009642 0.002732 0.000000 0.004861 1.000000 0.009642 0.002893 0.000000 0.004861 1.055556 0.009642 0.003053 0.000000 0.004861 1.111111 0.009642 0.003214 0.000000 0.004861 1.166667 0.009642 0.003375 0.000000 0.004861 1.222222 0.009642 0.003535 0.000000 0.004861 1.277778 0.009642 0.003696 0.000000 0.004861 1.333333 0.009642 0.003857 0.000000 0.004861 1.388889 0.009642 0.004018 0.000000 0.004861 1.444444 0.009642 0.004178 0.000000 0.004861 1.500000 0.009642 0.004339 0.000000 0,004861 1.555556 0.009642 0.004500 0.000000 0.004861 1.611111 0.009642 0.004660 0.000000 0.004861 1.666667 0.009642 0.004821 0.000000 0.004861 1.722222 0.009642 0.004982 0.000000 0.004861 1.777778 0.009642 0.005142 0.000000 0.004861 1.833333 0.009642 0.005303 0.000000 0.004861 1.888889 0.009642 0.005464 0.000000 0.004861 1.944444 0.009642 0.005625 0.000000 0.004861 2.000000 0.009643 0.005785 0.000000 0.004861 2.055556 0.009643 0.005946 0.000000 0.004861 2.111111 0.009643 0.006107 0.000000 0.004861 2.166667 0.009643 0.006267 0.000000 0.004861 2.222222 0.009643 0.006428 0.000000 0.004861 2.277778 0.009643 0.006589 0.000000 0.004861 2.333333 0.009643 0.006750 0.000000 0.004861 2.388889 0.009643 0.006910 0.000000 0.004861 2.444444 0.009643 0.007071 0.000000 0.004861 2.500000 0.009643 0.007232 0.000000 0.004861 2.555556 0.009643 0.007392 0.000000 0.004861 2.611111 0.009643 0.007553 0.000000 0.004861 2.666667 0.009643 0.007714 0.000000 0.004861 2.722222 0.009643 0.007875 0.000000 0.004861 2.777778 0.009643 0.008035 0.000000 0.004861 2.833333 0.009643 0.008196 0.000000 0.004861 2.888889 0.009643 0.008357 0.000000 0.004861 2.944444 0.009643 0.008517 0.000000 0.004861 3.000000 0.009643 0.008678 0.000000 0.004861 3.055556 0.009643 0.008839 0.000000 0.004861 3.111111 0.009643 0.009000 0.000000 0.004861 3.166667 0.009643 0.009160 0.000000 0.004861 3.222222 0.009643 0.009321 0.000000 0.004861 3.277778 0.009643 0.009482 0.000000 0.004861 3.333333 0.009643 0.009642 0.000000 0.004861 3.388889 0.009643 0.009803 0.000000 0.004861 3.444444 0.009643 0.009964 0.000000 0.004861 3.500000 0.009643 0.010125 0.000000 0.004861 3.555556 0.009643 0.010285 0.000000 0.004861 3.611111 0.009643 0.010446 0.000000 0.004861 3.666667 0.009643 0.010607 0.000000 0.004861 3.722222 0.009643 0.010767 0.000000 0.004861 3.777778 0.009643 0.010928 0.000000 0.004861 3.833333 0.009643 0.011089 0.000000 0.004861 3.888889 0.009643 0.011250 0.000000 0.004861 3.944444 0.009643 0.011410 0.000000 0.004861 Entire Site Area 8/16/2018 1:08:23 PM Page 60 1.611111 0.007530 0.003640 0.000000 0.003796 1.666667 0.007530 0.003765 0.000000 0.003796 1.722222 0.007530 0.003891 0.000000 0.003796 1.777778 0.007530 0.004016 0.000000 0.003796 1.833333 0.007531 0.004142 0.000000 0.003796 1.888889 0.007531 0.004267 0.000000 0.003796 1.944444 0.007531 0.004393 0.000000 0.003796 2.000000 0.007531 0.004518 0.000000 0.003796 2.055556 0.007531 0.004644 0.000000 0.003796 2.111111 0.007531 0.004769 0.000000 0.003796 2.166667 0.007531 0.004895 0.000000 0.003796 2.222222 0.007531 0.005020 0.000000 0.003796 2.277778 0.007531 0.005146 0.000000 0.003796 2.333333 0.007531 0.005271 0.000000 0.003796 2.388889 0.007531 0.005397 0.000000 0.003796 2.444444 0.007531 0.005522 0.000000 0.003796 2.500000 0.007531 0.005648 0.000000 0.003796 2.555556 0.007531 0.005773 0.000000 0.003796 2.611111 0.007531 0.005899 0.000000 0.003796 2.666667 0.007531 0.006024 0.000000 0.003796 2.722222 0.007531 0.006150 0.000000 0.003796 2.777778 0.007531 0.006275 0.000000 0.003796 2.833333 0.007531 0.006401 0.000000 0.003796 2.888889 0.007531 0.006526 0.000000 0.003796 2.944444 0.007531 0.006652 0.000000 0.003796 3.000000 0.007531 0.006777 0.000000 0.003796 3.055556 0.007531 0.006903 0.000000 0.003796 3.111111 0.007531 0.007028 0.000000 0.003796 3.166667 0.007531 0.007154 0.000000 0.003796 3.222222 0.007531 0.007279 0.000000 0.003796 3.277778 0.007531 0.007405 0.000000 0.003796 3.333333 0.007531 0.007530 0.000000 0.003796 3.388889 0.007531 0.007656 0.000000 0.003796 3.444444 0.007531 0.007781 0.000000 0.003796 3.500000 0.007531 0.007907 0.000000 0.003796 3.555556 0.007531 0.008033 0.000000 0.003796 3.611111 0.007531 0.008158 0.000000 0.003796 3.666667 0.007531 0.008284 0.000000 0.003796 3.722222 0.007531 0.008409 0.000000 0.003796 3.777778 0.007531 0.008535 0.000000 0.003796 3.833333 0.007531 0.008660 0.000000 0.003796 3.888889 0.007531 0.008786 0.000000 0,003796 3.944444 0.007531 0.008911 0.000000 0.003796 4.000000 0.007531 0.009037 0.000000 0.003796 4.055556 0.007531 0.009455 0.115525 0.003796 4.111111 0.007531 0.009874 0.323094 0.003796 4.166667 0.007531 0.010292 0.575411 0.003796 4.222222 0.007531 0.010710 0.835581 0.003796 4.277778 0.007531 0.011129 1.067215 0.003796 4.333333 0.007531 0.011547 1.242541 0.003796 4.388889 0.007531 0.011966 1.355566 0,003796 4.444444 0.007531 0.012384 1.458162 0.003796 4.500000 0.007531 0.012802 1.546614 0.003796 4.555556 0.007532 0.013221 1.630275 0.003796 4.611111 0.007532 0.013639 1.709847 0.003796 4.666667 0.007532 0.014058 1.785876 0.003796 4.722222 0.007532 0.014476 1.858799 0.003796 4.777778 0.007532 0.014894 1.928967 0.003796 4.833333 0.007532 0.015313 1.996671 0.003796 4.888889 0.007532 0.015731 2.062153 0.003796 4.944444 0.007532 0.016150 2.125618 0.003796 5.000000 0.007532 0.016568 2.187243 0.003796 5.055556 0.007532 0.016987 2.247179 0.003796 END FTABLE 2 FTABLE 3 92 5 Depth Area Volume Outflowl Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.009642 0.000000 0.000000 0.000000 0.055556 0.009642 0.000161 0.000000 0.004861 Entire Site Area 8/16/2018 1:08:23 PM Page 59 3.111111 1 3.166667 1 3.222222 1 3.277778 1 3.333333 1 3.388889 1 3.444444 1 3.500000 1 3.555556 1 3.611111 1 3.666667 1 3.722222 1 3.777778 1 3.833333 1 3,888889 1 3,944444 1 4.000000 I 4.055556 I 4.111111 I 4,166667 I 4.222222 I 4.277778 I 4.333333 I 4.388889 I 4.444444 I 4.500000 I 4.555556 1 4.611111 I 4.666667 I 4.722222 I 4.777778 1 4.833333 I 4.888889 I 4.944444 ! 5.000000 ! 5.055556 ! END FTABLE FTABLE 92 5 Depth (ft) 0.000000 1 0.055556 I 0.111111 I 0.166667 I 0.222222 I 0.277778 I 0.333333 I 0.388889 I 0.444444 I 0.500000 I 0.555556 I 0.611111 1 0.666667 I 0.722222 I 0.777778 I 0.833333 1 0.888889 1 0.944444 1 1.000000 1 1.055556 1 1.111111 1 1.166667 1 1.222222 1 1.277778 1 1.333333 I 1.388889 I 1.444444 1 1.500000 1 1.555556 1 028515 0.026613 0.000000 0.014375 028515 0.027088 0.000000 0.014375 028515 0.027563 0.000000 0.014375 028515 0.028039 0.000000 0.014375 028515 0.028514 0.000000 0.014375 028515 0.028989 0.000000 0.014375 028515 0.029464 0.000000 0.014375 028515 0.029940 0.000000 0.014375 028515 0.030415 0.000000 0.014375 028515 0.030890 0.000000 0.014375 028515 0.031365 0.000000 0,014375 028515 0.031841 0.000000 0.014375 028516 0.032316 0.000000 0.014375 028516 0.032791 0.000000 0.014375 028516 0.033266 0.000000 0.014375 028516 0.033742 0.000000 0.014375 028516 0.034217 0.000000 0.014375 028516 0.035801 0.115525 0.014375 028516 0.037385 0.323094 0.014375 028516 0.038969 0.575411 0.014375 028516 0.040554 0,835581 0.014375 028516 0.042138 1.067215 0,014375 028516 0.043722 1.242541 0.014375 028516 0.045306 1.355566 0.014375 028516 0.046891 1.458162 0.014375 028516 0.048475 1.546614 0.014375 028516 0.050059 1.630275 0.014375 028516 0.051643 1.709847 0.014375 028516 0.053228 1.785876 0.014375 028516 0.054812 1.858799 0.014375 028516 0.056396 1.928967 0.014375 028516 0.057980 1.996671 0.014375 028516 0.059564 2.062153 0.014375 028516 0.061149 2.125618 0.014375 028517 0.062733 2.187243 0.014375 028517 0.064317 2.247179 0.014375 1 2 Area Volume Outflowl Outflow2 (acres) (acre-ft) (cfs) (cfs) .007530 0.000000 0.000000 0.000000 .007530 0.000125 0.000000 0.003796 .007530 0.000251 0.000000 0.003796 .007530 0.000376 0.000000 0.003796 .007530 0.000502 0.000000 0.003796 .007530 0.000627 0.000000 0.003796 .007530 0.000753 0.000000 0.003796 .007530 0.000878 0.000000 0.003796 .007530 0.001004 0.000000 0.003796 .007530 0.001129 0.000000 0.003796 .007530 0.001255 0.000000 0.003796 .007530 0.001380 0.000000 0.003796 .007530 0.001506 0.000000 0.003796 .007530 0.001631 0.000000 0.003796 .007530 0.001757 0.000000 0.003796 .007530 0.001882 0.000000 0.003796 .007530 0.002008 0.000000 0.003796 .007530 0.002134 0.000000 0.003796 .007530 0.002259 0.000000 0.003796 .007530 0.002385 0.000000 0.003796 .007530 0.002510 0.000000 0.003796 .007530 0.002636 0.000000 0.003796 .007530 0.002761 0.000000 0.003796 .007530 0.002887 0.000000 0.003796 .007530 0.003012 0.000000 0.003796 .007530 0.003138 0.000000 0.003796 .007530 0.003263 0.000000 0.003796 .007530 0.003389 0.000000 0.003796 .007530 0.003514 0.000000 0.003796 Velocity Travel Time*** (ft/sec) (Minutes)*** Entire Site Area 8/16/2018 1:08:23 PM Page 58 I 3 0 4.0 5.0 0.0 0.0 0.0 4 0 4.0 5.0 0.0 0.0 0.0 5 0 4.0 5.0 0.0 0.0 0.0 6 0 4.0 5.0 0.0 0.0 0.0 END HYDR-INIT END RCHRES SPEC -ACTIONS END SPEC -ACTIONS FTABLES FTABLE 1 92 5 Depth Area Volume Outflowl Outflow2 (ft) (acres) (acre-ft) (cfs) (cfs) 0.000000 0.028512 0.000000 0.000000 0.000000 0.055556 0.028512 0.000475 0.000000 0.014375 0.111111 0.028512 0.000950 0.000000 0.014375 0.166667 0.028513 0.001426 0.000000 0.014375 0.222222 0.028513 0.001901 0.000000 0.014375 0.277778 0.028513 0.002376 0.000000 0.014375 0.333333 0.028513 0.002851 0.000000 0.014375 0.388889 0.028513 0.003326 0.000000 0.014375 0.444444 0.028513 0.003802 0.000000 0.014375 0.500000 0.028513 0.004277 0.000000 0.014375 0.555556 0.028513 0.004752 0.000000 0.014375 0.611111 0.028513 0.005227 0.000000 0.014375 0.666667 0.028513 0.005703 0.000000 0.014375 0.722222 0.028513 0.006178 0.000000 0.014375 0.777778 0.028513 0.006653 0.000000 0.014375 0.833333 0.028513 0.007128 0.000000 0.014375 0.888889 0.028513 0.007603 0.000000 0.014375 0.944444 0.028513 0.008079 0.000000 0.014375 1.000000 0.028513 0.008554 0.000000 0.014375 1.055556 0.028513 0.009029 0.000000 0.014375 1.111111 0.028513 0.009504 0.000000 0.014375 1.166667 0.028513 0.009980 0.000000 0.014375 1.222222 0.028513 0.010455 0.000000 0.014375 1.277778 0.028513 0.010930 0.000000 0.014375 1.333333 0.028513 0.011405 0.000000 0.014375 1.388889 0.028514 0.011880 0.000000 0.014375 1.444444 0.028514 0.012356 0.000000 0.014375 1.500000 0.028514 0.012831 0.000000 0.014375 1.555556 0.028514 0.013306 0.000000 0.014375 1.611111 0.028514 0.013781 0.000000 0.014375 1.666667 0.028514 0.014257 0.000000 0.014375 1.722222 0.028514 0.014732 0.000000 0.014375 1.777778 0.028514 0.015207 0.000000 0.014375 1.833333 0.028514 0.015682 0.000000 0.014375 1.888889 0.028514 0.016157 0.000000 0.014375 1.944444 0.028514 0.016633 0.000000 0.014375 2.000000 0.028514 0.017108 0.000000 0.014375 2.055556 0.028514 0.017583 0.000000 0.014375 2.111111 0.028514 0.018058 0.000000 0.014375 2.166667 0.028514 0.018534 0.000000 0.014375 2.222222 0.028514 0.019009 0.000000 0.014375 2.277778 0.028514 0.019484 0.000000 0.014375 2.333333 0.028514 0.019959 0.000000 0.014375 2.388889 0.028514 0.020435 0.000000 0.014375 2.444444 0.028514 0.020910 0.000000 0.014375 2.500000 0.028514 0.021385 0.000000 0.014375 2.555556 0.028515 0.021860 0.000000 0.014375 2.611111 0.028515 0.022336 0.000000 0.014375 2.666667 0.028515 0.022811 0.000000 0.014375 2.722222 0.028515 0.023286 0.000000 0.014375 2.777778 0.028515 0.023761 0.000000 0.014375 2.833333 0.028515 0.024237 0.000000 0.014375 2.888889 0.028515 0.024712 0.000000 0.014375 2.944444 0.028515 0.025187 0.000000 0.014375 3.000000 0.028515 0.025662 0.000000 0.014375 3.055556 0.028515 0.026138 0.000000 0.014375 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Velocity Travel Time*** (ft/sec) (Minutes)*** Entire Site Area 8/16/2018 1:08:23 PM Page 57 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------ >< --- > User T-series Engl Metr LKFG *** in out *** 1 Gravel Trench Be-013 2 1 1 1 28 0 1 2 Gravel Trench Be-015 2 1 1 1 28 0 1 3 Gravel Trench Be-017 2 1 1 1 28 0 1 4 Gravel Trench Be-021 2 1 1 1 28 0 1 5 Gravel Trench Be-027 2 1 1 1 28 0 1 6 Gravel Trench Be-029 2 1 1 1 28 0 1 END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** 1 1 0 0 0 0 0 0 0 0 0 2 1 0 0 0 0 0 0 0 0 0 3 1 0 0 0 0 0 0 0 0 0 4 1 0 0 0 0 0 0 0 0 0 5 1 0 0 0 0 0 0 0 0 0 6 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT -INFO <PLS > ***************** Print -flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* 1 4 0 0 0 0 0 0 0 0 0 1 9 2 4 0 0 0 0 0 0 0 0 0 1 9 3 4 0 0 0 0 0 0 0 0 0 1 9 4 4 0 0 0 0 0 0 0 0 0 1 9 5 4 0 0 0 0 0 0 0 0 0 1 9 6 4 0 0 0 0 0 0 0 0 0 1 9 .END PRINT -INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC Al A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** 1 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 2 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 3 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 4 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 5 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 6 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------ ><--------><-------- ><-------- ><-------- ><-------- ><-------- > *** 1 1 0.01 0.0 0.0 0.5 0.0 2 2 0.01 0.0 0.0 0.5 0.0 3 3 0.01 0.0 0.0 0.5 0.0 4 4 0.01 0.0 0.0 0.5 0.0 5 5 0.01 0.0 0.0 0.5 0.0 6 6 0.01 0.0 0.0 0.5 0.0 END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><-------- > <--- ><--- ><--- ><--- ><---> *** <--- ><--- ><--- ><--->< --- > 1 0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2 0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Entire Site Area 8/16/2018 1:08:23 PM Page 56 � t � n PERLND 17 0.0122 RCHRES 4 3 IMPLND 4 0.1312 RCHRES 4 5 IMPLND 5 i 0.0181 RCHRES 4 5 Basin 6 - Lot A Ex DWY*** PERLND 16 0.0077 RCHRES 5 2 PERLND 16 0.0077 RCHRES 5 3 IMPLND 5 0.0516 RCHRES 5 5 Basin 5 - South Wing of PAR*** IMPLND 6 0.0136 RCHRES 6 5 Basin 7 - Private Access Rd Bypass*** PERLND 16 0.098 COPY 501 12 PERLND 16 0.098 COPY 601 12 PERLND 16 0.098 COPY 501 13 PERLND 16 0.098 COPY 601 13 IMPLND 6 0.0108 COPY 501 15 IMPLND 6 0.0108 COPY 601 15 Basin 6 - Lot A Bypass*** PERLND 16 0.14318 COPY 501 12 PERLND 16 0.14318 COPY 601 12 PERLND 16 0.14318 COPY 501 13 PERLND 16 0.14318 COPY 601 13 IMPLND 4 0.07156 COPY 501 15 IMPLND 4 0.07156 COPY 601 15 IMPLND 8 0.02661 COPY 501 15 IMPLND 8 0.02661 COPY 601 15 Basin 7 - Lot B Bypass*** PERLND 17 0.05177 COPY 501 12 PERLND 17 0.05177 COPY 601 12 PERLND 17 0.05177 COPY 501 13 PERLND 17 0.05177 COPY 601 13 Basin 8 - Lot C Bypass*** PERLND 17 0.0348 COPY 501 12 PERLND 17 0.0348 COPY 601 12 PERLND 17 0.0348 COPY 501 13 PERLND 17 0.0348 COPY 601 13 ******Routing****** PERLND 17 0.0348 COPY 1 12 IMPLND 4 0.1291 COPY 1 15 IMPLND 5 0.0334 COPY 1 15 PERLND 17 0.0348 COPY 1 13 PERLND 16 0.0034 COPY 1 12 IMPLND 5 0.0492 COPY 1 15 PERLND 16 0.0034 COPY 1 13 PERLND 16 0.0088 COPY 1 12 IMPLND 5 0.0639 COPY 1 15 PERLND 16 0.0088 COPY 1 13 PERLND 17 0.0122 COPY 1 12 IMPLND 4 0.1312 COPY 1 15 IMPLND 5 0.0181 COPY 1 15 PERLND 17 1 0.0122 COPY 1 13 PERLND 16 0.0077 COPY 1 12 IMPLND 5 0.0516 COPY 1 15 PERLND 16 0.0077 COPY 1 13 IMPLND 6 0.0136 COPY 1 15 RCHRES 1 1 COPY 501 17 RCHRES 2 1 COPY 501 17 RCHRES 3 1 COPY 501 17 RCHRES 4 1 COPY 501 17 RCHRES 5 1 COPY 501 17 RCHRES 6 1 COPY 501 17 END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 Entire Site Area 8/16/2018 1:08:23 PM Page 55 n 5 0 0 1 0 0 0 6 0 0 1 0 0 0 8 0 0 1 0 0 0 END ACTIVITY PRINT -INFO <ILS > ******** Print -flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 4 0 0 4 0 0 0 1 9 5 0 0 4 0 0 0 1 9 6 0 0 4 0 0 0 1 9 8 0 0 4 0 0 0 1 9 END PRINT -INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 4 0 0 0 0 0 5 0 0 0 0 0 6 0 0 0 0 0 8 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 4 400 0.01 0.1 0.1 5 400 0.01 0.1 0.1 6 400 0.05 0.1 0.08 8 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 4 0 0 5 0 0 6 0 0 8 0 0 END IWAT-PARM3 IWAT-STATEI <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 4 0 0 5 0 0 6 0 0 8 0 0 END IWAT-STATEI END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1 Lot C*** PERLND 17 0.0348 RCHRES 1 2 PERLND 17 0.0348 RCHRES 1 3 IMPLND 4 0.1291 RCHRES 1 5 IMPLND 5 0.0334 RCHRES 1 5 Basin 2 - Private Access Rd*** PERLND 16 0.0034 RCHRES 2 2 PERLND 16 0.0034 RCHRES 2 3 IMPLND 5 0.0492 RCHRES 2 5 Basin 3 - Dwy ESMT*** PERLND 16 0.0088 RCHRES 3 2 PERLND 16 0.0088 RCHRES 3 3 IMPLND 5 0.0639 RCHRES 3 5 Basin 4 - Lot B*** PERLND 17 0.0122 RCHRES 4 2 Entire Site Area 8/16/2018 1:08:23 PM Page 54 C END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > *************'Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 17 0 0 1 0 0 0 0 0 0 0 0 0 16 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT -INFO <PLS > ***************** Print -flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 17 0 0 4 0 0 0 0 0 0 0 0 0 1 9 16 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT -INFO PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 17 0 0 0 0 0 0 0 0 0 0 0 16 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 17 0 4.5 0.03 400 0.1 0.5 0.996 16 0 4.5 0.03 400 0.05 0.5 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 # - # ***PETMAX PETMIN INFEXP 17 0 0 2 16 0 0 2 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 # - # CEPSC UZSN NSUR 17 0.1 0.25 0.25 16 0.1 0.25 0.25 END PWAT-PARM4 *** INFILD DEEPFR 2 0 2 0 INTFW IRC 6 0.5 6 0.5 BASETP AGWETP 0 0 0 0 *** LZETP *** 0.25 0.25 PWAT-STATEI <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 17 0 0 0 0 2.5 1 0 16 0 0 0 0 2.5 1 0 END PWAT-STATEI END PERLND IMPLND GEN-INFO <PLS ><------- Name ------- > Unit -systems Printer *** # - # User t-series Engl Metr *** in out *** 4 ROOF TOPS/FLAT 1 1 1 27 0 5 DRIVEWAYS/FLAT 1 1 1 27 0 6 DRIVEWAYS/MOD 1 1 1 27 0 8 SIDEWALKS/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 4 0 0 1 0 0 0 Entire Site Area 8/16/2018 1:08:23 PM Page 53 Mitigated UCI File RUN GLOBAL WWHM4 model simulation START 1901 10 01 RUN INTERP OUTPUT LEVEL RESUME 0 RUN 1 END GLOBAL FILES END 2058 09 30 3 0 UNIT SYSTEM 1 <File> <Un#> < ----------- File Name ------------------------------ >*** <-ID-> *** WDM 26 Entire Site Area.wdm MESSU 25 MitEntire Site Area.MES 27 MitEntire Site Area.1,61 28 MitEntire Site Area.L62 30 POCEntire Site Areal.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 17 IMPLND 4 IMPLND 5 PERLND 16 IMPLND 6 IMPLND 8 RCHRES 1 RCHRES 2 RCHRES 3 RCHRES 4 RCHRES 5 RCHRES 6 COPY 1 COPY 501 COPY 601 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<---------- Title ----------- >***TRAN PIVL DIG1 FILL PYR DIG2 FIL2 YRND 1 Gravel Trench Bed 1 - Lot MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 601 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><------- Name ------- >NBLKS Unit -systems Printer *** # - # User t-series Engl Metr *** in out *** 17 C, Lawn, Mod 1 1 1 1 27 0 16 C, Lawn, Flat 1 1 1 1 27 0 Entire Site Area 8/16/2018 1:08:23 PM Page 52 m IMPLND IWATER SURO END MASS -LINK 15 END MASS -LINK END RUN 0.083333 COPY INPUT MEAN Entire Site Area 8/16/2018 1:08:23 PM Page 51 � Y } RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------ >< --- > User T-series Engl Metr LKFG *** in out *** END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** END ACTIVITY PRINT -INFO <PLS > ***************** Print -flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* END PRINT -INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC Al A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------ ><-------- ><-------- ><-------- ><-------- ><-------- ><-------- > *** END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------ ><-------- > <--- ><--- ><--- ><---><---> *** <--- ><--- ><---><---><---> END HYDR-INIT END RCHRES SPEC -ACTIONS END SPEC -ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 DIV PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 DIV IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 501 OUTPUT MEAN 1 1 48.4 WDM 501 FLOW ENGL REPL END EXT TARGETS MASS -LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS -LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS -LINK 12 MASS -LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS -LINK 13 MASS -LINK 15 Entire Site Area 8/16/2018 1:08:23 PM Page 50 r 4 0 0 4 0 0 0 1 9 5 0 0 4 0 0 0 1 9 8 0 0 4 0 0 0 1 9 END PRINT -INFO i IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 1 0 0 0 0 0 4 0 0 0 0 0 5 0 0 0 0 0 s 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 1 400 0.01 0.1 0.1 4 400 0.01 0.1 0.1 5 400 0.01 0.1 0.1 8 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 1 0 0 4 0 0 5 0 0 8 0 0 END IWAT-PARM3 IWAT-STATEI <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 1 0 0 4 0 0 5 0 0 8 0 0 END IWAT-STATEI END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** PERLND 11 0.57142 COPY 501 12 PERLND 11 0.57142 COPY 501 13 PERLND 16 0.15573 COPY 501 12 PERLND 16 0.15573 COPY 501 13 IMPLND 1 0.0116 COPY 501 15 IMPLND 4 0.07156 COPY 501 15 IMPLND 5 0.06853 COPY 501 15 IMPLND 8 0.02661 COPY 501 15 ******Routing****** END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK Entire Site Area 8/16/2018 1:08:23 PM Page 49 PRINT -INFO <PLS > ***************** Print -flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 11 0 0 4 0 0 0 0 0 0 0 0 0 1 9 16 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT -INFO PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 11 0 0 0 0 0 0 0 0 0 0 0 16 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 11 0 4.5 0.08 400 0.1 0.5 0.996 16 0 4.5 0.03 400 0.05 0.5 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 # - # ***PETMAX PETMIN INFEXP 11 0 0 2 16 0 0 2 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 # - # CEPSC UZSN NSUR 11 0.2 0.5 0.35 16 0.1 0.25 0.25 END PWAT-PARM4 *** INFILD DEEPFR BASETP AGWETP 2 0 0 0 2 0 0 0 *** INTFW IRC LZETP *** 6 O.S 0.7 6 0.5 0.25 PWAT-STATEI <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 11 0 0 0 0 2.5 1 0 16 0 0 0 0 2.5 1 0 END PWAT-STATEI END PERLND IMPLND GEN-INFO <PLS ><------- Name ------- > 1 ROADS/FLAT 4 ROOF TOPS/FLAT 5 DRIVEWAYS/FLAT 8 SIDEWALKS/FLAT END GEN-INFO *** Section IWATER*** Unit -systems Printer *** User t-series Engl Metr *** in out *** 1 1 1 27 0 1 1 1 27 0 1 1 1 27 0 1 1 1 27 0 ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 1 0 0 1 0 0 0 4 0 0 1 0 0 0 5 0 0 1 0 0 0 8 0 0 1 0 0 0 END ACTIVITY PRINT -INFO <ILS > ******** Print -flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 1 0 0 4 0 0 0 1 9 Entire Site Area 8/16/2018 1:08:23 PM Page 48 A Predeveloped UCI File RUN GLOBAL WWHM4 model simulation START 1901 10 01 END 2058 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES <File> <Un#> < ----------- File Name ------------------------------ >*** <-ID-> *** WDM 26 Entire Site Area.wdm MESSU 25 PreEntire Site Area.MES 27 PreEntire Site Area.L61 28 PreEntire Site Area.L62 30 PrCEntire Site Areal.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 11 PERLND 16 IMPLND 1 IMPLND 4 IMPLND 5 IMPLND 8 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<---------- Title ----------- >***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Basin 1 MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><------- Name ------- >NBLKS Unit -systems Printer *** # - # User t-series Engl Metr *** in out *** 11 C, Forest, Mod 1 1 1 1 27 0 16 C, Lawn, Flat 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 11 0 0 1 0 0 0 0 0 0 0 0 0 16 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY Entire Site Area 8/16/2018 1:08:23 PM Page 47 Mitigated Schematic Entire Site Area 8/16/2018 1:08:22 PM Page 46 Appendix Predeveloped Schematic Entire Site Area 8/16/2018 1:08:22 PM Page 45 Model Default Modifications Total of 0 changes have been made. PERLND Changes No PERLND changes have been made. IMPLND Changes No IMPLND changes have been made. Page 44 LID Report LID Technique Used for Total Volume Volume Infiltration Cumulative Percent WatetOuality Percent Comment Treatment? Needs Through Volume Volume Volume Water Quality Treatment Facility (ac-ft) Infiltration infiltrated Treated (ac-ft) (ac-ft) Credit Gravel Trench Bed 1-Lot C ❑ 61.09 ❑ 99.92 Gravel Trench Bed 4 - ❑ 17.47 ❑ 99.66 Gravel Trench Bed 3 - North ❑ 23.321 1 ❑ 99.76 Gravel Trench Bed 2 - Lot 8 ❑ 53.29 ❑ 99.91 Gravel Trench Bed 6 - LotA ❑ 20.03 ❑ 98.16 Gravel Trench Bed 5 - South ❑ 4.78 ❑ 99.36 Total Volume Infiltrated 179.98 0.00 0.00 99.66 0.00 0% No Treat. r at. dit Compliance with LID Duration Standard 8% of 2-yr to 500A of Analysis 2-Pr Result= Passed Entire Site Area 8/16/2018 1:07:25 PM Page 43 1 i Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0 acre-feet On-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. Off-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. Entire Site Area 8/16/2018 1:07:25 PM Page 42 0.1012 63 42 66 Pass 0.1025 57 40 70 Pass 0.1038 54 39 72 Pass 0.1051 52 39 75 Pass 0.1065 50 39 78 Pass 0.1078 47 39 82 Pass 0.1091 46 36 78 Pass 0.1104 43 36 83 Pass 0.1118 41 35 85 Pass 0.1131 40 33 82 Pass 0.1144 39 33 84 Pass 0.1157 39 33 84 Pass 0.1170 37 32 86 Pass 0.1184 35 31 88 Pass 0.1197 35 31 88 Pass 0.1210 33 31 93 Pass 0.1223 32 29 90 Pass 0.1236 30 26 86 Pass 0.1250 30 24 80 Pass 0.1263 29 24 82 Pass 0.1276 28 23 82 Pass 0.1289 28 22 78 Pass 0.1302 26 22 84 Pass 0.1316 25 19 76 Pass 0.1329 21 18 85 Pass 0.1342 21 18 85 Pass 0.1355 21 18 85 Pass 0.1369 21 18 85 Pass 0.1382 21 17 80 Pass 0.1395 20 17 85 Pass 0.1408 20 16 80 Pass 0.1421 20 15 75 Pass 0.1435 17 13 76 Pass 0.1448 17 12 70 Pass 0.1461 17 12 70 Pass 0.1474 16 12 75 Pass 0.1487 16 12 75 Pass 0.1501 16 11 68 Pass 0.1514 14 9 64 Pass 0.1527 14 8 57 Pass 0.1540 13 7 53 Pass 0.1553 12 6 50 Pass 0.1567 12 6 50 Pass 0.1580 11 6 54 Pass 0.1593 9 5 55 Pass 0.1606 9 5 55 Pass 0.1619 8 5 62 Pass Entire Site Area 8/16/2018 1:07:25 PM Page 41 Duration Flows The Facility PASSED Flow(cfs) Predev Mit Percentage Pass/Fail 0.0312 8010 1862 23 Pass 0.0325 6837 1623 23 Pass 0.0338 5813 1445 24 Pass 0.0351 5021 1301 25 Pass 0.0365 4335 1155 26 Pass 0.0378 3759 1027 27 Pass 0.0391 3260 922 28 Pass 0.0404 2872 818 28 Pass 0.0417 2545 749 29 Pass 0.0431 2254 664 29 Pass 0.0444 2004 603 30 Pass 0.0457 1790 546 30 Pass 0.0470 1622 480 29 Pass 0.0483 1474 450 30 Pass 0.0497 1338 407 30 Pass 0.0510 1223 366 29 Pass 0.0523 1103 326 29 Pass 0.0536 993 309 31 Pass 0.0550 896 279 31 Pass 0.0563 801 260 32 Pass 0.0576 717 236 32 Pass 0.0589 641 223 34 Pass 0.0602 573 214 37 Pass 0.0616 526 198 37 Pass 0.0629 474 181 38 Pass 0.0642 421 170 40 Pass 0.0655 383 155 40 Pass 0.0668 355 146 41 Pass 0.0682 318 137 43 Pass 0.0695 282 130 46 Pass 0.0708 259 123 47 Pass 0.0721 223 119 53 Pass 0.0734 203 110 54 Pass 0.0748 188 106 56 Pass 0.0761 175 102 58 Pass 0.0774 165 96 58 Pass 0.0787 157 90 57 Pass 0.0800 148 87 58 Pass 0.0814 140 80 57 Pass 0.0827 133 78 58 Pass 0.0840 125 75 60 Pass 0.0853 119 70 58 Pass 0.0867 114 66 57 Pass 0.0880 109 62 56 Pass 0.0893 104 60 57 Pass 0.0906 93 58 62 Pass 0.0919 89 57 64 Pass 0.0933 83 52 62 Pass 0.0946 79 51 64 Pass 0.0959 75 49 65 Pass 0.0972 70 47 67 Pass 0.0985 69 45 65 Pass 0.0999 65 42 64 Pass Entire Site Area 8/16/2018 1:07:25 PM Page 40 140 0.0428 0.0276 141 0.0422 0.0275 142 0.0409 0.0272 143 0.0402 0.0270 144 0.0402 0.0270 145 0.0401 0.0268 146 0.0399 0.0259 147 0.0394 0.0258 148 0.0388 0.0252 149 0.0374 0.0247 150 0.0365 0.0239 151 0.0361 0.0237 152 0.0357 0.0236 153 0.0355 0.0235 154 0.0353 0.0231 155 0.0346 0.0230 156 0.0309 0.0191 157 0.0292 0.0181 Entire Site Area 8/16/2018 1:07:25 PM Page 39 82 0.0613 0.0427 83 0.0609 0.0426 84 0.0606 0.0426 85 0.0602 0.0423 86 0.0595 0.0422 87 0.0595 0.0417 88 0.0592 0.0416 89 0.0588 0.0407 90 0.0584 0.0403 91 0.0584 0.0400 92 0.0584 0.0399 93 0.0571 0.0397 94 0.0568 0.0397 95 0.0554 0.0393 96 0.0549 0.0392 97 0.0545 0.0383 98 0.0542 0.0379 99 0.0542 0.0377 100 0.0540 0.0376 101 0.0533 0.0376 102 0.0532 0.0375 103 0.0532 0.0360 104 0.0530 0.0358 105 0.0530 0.0353 106 0.0526 0.0351 107 0.0525 0.0351 108 0.0519 0.0351 109 0.0518 0.0349 110 0.0515 0.0347 111 0.0513 0.0347 112 0.0513 0.0343 113 0.0506 0.0342 114 0.0505 0.0337 115 0.0505 0.0337 116 0.0501 0.0333 117 0.0499 0.0332 118 0.0498 0.0332 119 0.0495 0.0329 120 0.0487 0.0329 121 0.0484 0.0325 122 0.0479 0.0323 123 0.0473 0.0322 124 0.0473 0.0320 125 0.0472 0.0317 126 0.0469 0.0315 127 0.0468 0.0309 128 0.0464 0.0306 129 0.0463 0.0303 130 0.0462 0.0302 131 0.0459 0.0302 132 0.0454 0.0293 133 0.0454 0.0293 134 0.0445 0.0285 135 0.0438 0.0285 136 0.0437 0.0285 137 0.0435 0.0285 138 0.0434 0.0281 139 0.0433 0.0279 Entire Site Area 8/16/2018 1:07:25 PM Page 38 24 0.0928 0.0765 25 0.0914 0.0736 26 0.0903 0.0726 27 0.0902 0.0708 28 0.0900 0.0697 29 0.0860 0.0683 30 0.0847 0.0675 31 0.0843 0.0672 32 0.0826 0.0667 33 0.0826 0.0667 34 0.0819 0.0658 35 0.0806 0.0645 36 0.0798 0.0644 37 0.0798 0.0643 38 0.0793 0.0638 39 0.0792 0.0632 40 0.0786 0.0622 41 0.0785 0.0615 42 0.0775 0.0609 43 0.0767 0.0608 44 0.0764 0.0608 45 0.0760 0.0593 46 0.0757 0.0590 47 0.0746 0.0589 48 0.0745 0.0578 49 0.0739 0.0575 50 0.0732 0.0573 51 0.0730 0.0565 52 0.0730 0.0564 53 0.0730 0.0546 54 0.0723 0.0543 55 0.0722 0.0529 56 0.0721 0.0524 57 0.0721 0.0509 58 0.0717 0.0500 59 0.0714 0.0498 60 0.0705 0.0497 61 0.0704 0.0496 62 0.0700 0.0496 63 0.0700 0.0494 64 0.0694 0.0493 65 0.0689 0.0487 66 0.0689 0.0486 67 0.0687 0.0485 68 0.0683 0.0483 69 0.0682 0.0480 70 0.0677 0.0476 71 0.0666 0.0476 72 0.0659 0.0468 73 0.0657 0.0467 74 0.0652 0.0458 75 0.0641 0.0455 76 0.0640 0.0451 77 0.0637 0.0450 78 0.0636 0.0448 79 0.0634 0.0447 80 0.0625 0.0433 81 0.0624 0.0433 Entire Site Area 8/16/2018 1:07:25 PM Page 37 2028 0.029 0.018 2029 0.050 0.033 2030 0.093 0.070 2031 0.031 0.019 2032 0.047 0.031 2033 0.046 0.029 2034 0.043 0.028 2035 0.079 0.068 2036 0.059 0.040 2037 0.061 0.038 2038 0.073 0.068 2039 0.101 0.064 2040 0.050 0.035 2041 0.054 0.039 2042 0.093 0.079 2043 0.073 0.047 2044 0.058 0.040 2045 0.053 0.035 2046 0.048 0.032 2047 0.054 0.033 2048 0.046 0.040 2049 0.075 0.049 2050 0.049 0.032 2051 0.084 0.086 2052 0.053 0.035 2053 0.047 0.039 2054 0.129 0.117 2055 0.051 0.033 2056 0.071 0.048 2057 0.039 0.027 2058 0.069 0.043 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated Rank Predeveloped Mitigated 1 0.2682 0.2737 2 0.1942 0.1793 3 0.1742 0.1747 4 0.1685 0.1547 5 0.1652 0.1509 6 0.1543 0.1499 7 0.1539 0.1435 8 0.1504 0.1379 9 0.1430 0.1326 10 0.1297 0.1232 11 0.1294 0.1174 12 0.1266 0.1170 13 0.1179 0.1091 14 0.1161 0.1035 15 0.1066 0.0987 16 0.1051 0.0874 17 0.1014 0.0861 18 0.1014 0.0837 19 0.0997 0.0810 20 0.0936 0.0803 21 0.0935 0.0800 22 0.0931 0.0786 23 0.0930 0.0777 POC #1 Entire Site Area 8/16/2018 1:07:25 PM Page 36 1970 0.073 0.052 1971 0.074 0.058 1972 0.268 0.274 1973 0.105 0.067 1974 0.079 0.056 1975 0.116 0.099 1976 0.094 0.077 1977 0.035 0.023 1978 0.080 0.073 1979 0.061 0.045 1980 0.072 0.055 1981 0.069 0.050 1982 0.048 0.034 1983 0.070 0.053 1984 0.062 0.047 1985 0.079 0.066 1986 0.043 0.028 1987 0.077 0.071 1988 0.043 0.028 1989 0.047 0.029 1990 0.054 0.036 1991 0.065 0.050 1992 0.069 0.051 1993 0.077 0.049 1994 0.061 0.045 1995 0.035 0.025 1996 0.070 0.061 1997 0.049 0.033 1998 0.064 0.059 1999 0.064 0.040 2000 0.063 0.045 2001 0.066 0.041 2002 0.118 0.103 2003 0.052 0.045 2004 0.072 0.050 2005 0.150 0.117 2006 0.053 0.035 2007 0.072 0.074 2008 0.057 0.037 2009 0.045 0.030 2010 0.058 0.043 2011 0.051 0.031 2012 0.059 0.057 2013 0.058 0.043 2014 0.044 0.028 2015 0.165 0.155 2016 0.045 0.031 2017 0.086 0.084 2018 0.091 0.080 2019 0.130 0.123 2020 0.083 0.064 2021 0.072 0.050 2022 0.083 0.065 2023 0.093 0.059 2024 0.174 0.175 2025 0.064 0.040 2026 0.067 0.049 2027 0.072 0.050 Entire Site Area 8/16/2018 1:07:25 PM Page 35 1912 0.169 0.150 1913 0.043 0.030 1914 0.194 0.179 1915 0.040 0.027 1916 0.068 0.042 1917 0.036 0.024 1918 0.055 0.035 1919 0.035 0.024 1920 0.053 0.038 1921 0.046 0.030 1922 0.064 0.048 1923 0.055 0.038 1924 0.076 0.049 1925 0.037 0.024 1926 0.068 0.042 1927 0.053 0.034 1928 0.050 0.033 1929 0.080 0.061 1930 0.090 0.061 1931 0.046 0.029 1932 0.051 0.035 1933 0.052 0.045 1934 0.101 0.087 1935 0.039 0.025 1936 0.057 0.042 1937 0.082 0.080 1938 0.044 0.028 1939 0.052 0.034 1940 0.090 0.062 1941 0.085 0.054 1942 0.079 0.059 1943 0.066 0.048 1944 0.107 0.109 1945 0.069 0.048 1946 0.060 0.042 1947 0.041 0.027 1948 0.070 0.058 1949 0.093 0.063 1950 0.040 0.026 1951 0.076 0.048 1952 0.143 0.151 1953 0.127 0.133 1954 0.055 0.038 1955 0.042 0.027 1956 0.036 0.024 1957 0.050 0.034 1958 0.090 0.078 1959 0.076 0.067 1960 0.044 0.028 1961 0.154 0.138 1962 0.053 0.036 1963 0.036 0.023 1964 0.154 0.143 1965 0.081 0.067 1966 0.047 0.032 1967 0.073 0.057 1968 0.047 0.032 1969 0.050 0.033 Entire Site Area 8/16/2018 1:07:25 PM Page 34 r , ' r Analysis Results POC 1 0 D. 1 0 7 ._ ., ..._._-- -- Cumurre PrvDabifitf .—.__.._.. _. _....._ _._.... _ __ . _T vE F E.ci 0.m Percent Time Exceedin0 0.' t R .. 10 10 N 50 10 EO 5C ES .. P? ?9b 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area: 0.72715 Total Impervious Area: 0.1783 Mitigated Landuse Totals for POC #1 Total Pervious Area: 0.39462 Total Impervious Area: 0.59903 Flow Frequency Method: Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0,062346 5 year 0.088386 10 year 0.108537 25 year 0.137564 50 year 0.161949 100 year 0.188851 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.044683 5 year 0.069991 10 year 0.091592 25 year 0.125372 50 year 0.155917 100 year 0.191687 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1902 0.063 0.043 1903 0.071 0.046 1904 0.100 0.081 1905 0.040 0.029 1906 0.040 0.026 1907 0.068 0.062 1908 0.052 0.035 1909 0.059 0.038 1910 0.075 0.064 1911 0.059 0.043 Entire Site .Area 8/16/2018 1:06:08 PM Page 33 4.6667 0.002023 0.003774 1.785 0.001 4.7222 0.002023 0.003886 1.858 0.001 4.7778 0.002023 0.003998 1.929 0.001 4.8333 0.002023 0.004111 1.996 0.001 4.8889 0.002023 0.004223 2.062 0.001 4.9444 0.002023 0.004336 2.125 0.001 5.0000 0.002023 0.004448 2.187 0.001 Entire Site Area 8/16/2018 1:06:08 PM Page 32 1.4444 0.002021 0.000876 0.000 0.001 1.5000 0.002021 0.000909 0.000 0.001 1.5556 0.002021 0.000943 0.000 0.001 1.6111 0.002021 0.000977 0.000 0.001 1.6667 0.002021 0.001010 0.000 0.001 1.7222 0.002021 0.001044 0.000 0.001 1.7778 0.002021 0.001078 0.000 0.001 1.8333 0.002021 0.001111 0.000 0.001 1.8889 0.002021 0.001145 0.000 0.001 1.9444 0.002021 0.001179 0.000 0.001 2.0000 0.002021 0.001212 0.000 0.001 2.0556 0.002021 0.001246 0.000 0.001 2.1111 0.002021 0.001280 0.000 0.001 2.1667 0.002021 0.001313 0.000 0.001 2.2222 0.002021 0.001347 0.000 0.001 2.2778 0.002021 0.001381 0.000 0.001 2.3333 0.002021 0.001415 0.000 0.001 2.3889 0.002021 0.001448 0.000 0.001 2.4444 0.002021 0.001482 0.000 0.001 2.5000 0.002021 0.001516 0.000 0.001 2.5556 0.002021 0.001549 0.000 0.001 2.6111 0.002022 0.001583 0.000 0.001 2.6667 0.002022 0.001617 0.000 0.001 2.7222 0.002022 0.001650 0.000 0.001 2.7778 0.002022 0.001684 0.000 0.001 2.8333 0.002022 0.001718 0.000 0.001 2.8889 0.002022 0.001751 0.000 0.001 2.9444 0.002022 0.001785 0.000 0.001 3.0000 0.002022 0.001819 0.000 0.001 3.0556 0.002022 0.001853 0.000 0.001 3.1111 0.002022 0.001886 0.000 0.001 3.1667 0.002022 0.001920 0.000 0.001 3.2222 0.002022 0.001954 0.000 0.001 3.2778 0.002022 0.001987 0.000 0.001 3.3333 0.002022 0.002021 0.000 0.001 3.3889 0.002022 0.002055 0.000 0.001 3.4444 0.002022 0.002088 0.000 0.001 3.5000 0.002022 0.002122 0.000 0.001 3.5556 0.002022 0.002156 0.000 0.001 3.6111 0.002022 0.002190 0.000 0.001 3.6667 0.002022 0.002223 0.000 0.001 3.7222 0.002022 0.002257 0.000 0.001 3.7778 0.002022 0.002291 0.000 0.001 3.8333 0.002022 0.002324 0.000 0.001 3.8889 0.002022 0.002358 0.000 0.001 3.9444 0.002022 0.002392 0.000 0.001 4.0000 0.002022 0.002425 0.000 0.001 4.0556 0.002022 0.002538 0.115 0.001 4.1111 0.002022 0.002650 0.323 0.001 4.1667 0.002022 0.002762 0.575 0.001 4.2222 0.002022 0.002875 0.835 0.001 4.2778 0.002022 0.002987 1.067 0.001 4.3333 0.002022 0.003100 1.242 0.001 4.3889 0.002022 0.003212 1.355 0.001 4.4444 0.002022 0.003324 1.458 0.001 4.5000 0.002022 0.003437 1.546 0.001 4.5556 0.002023 0.003549 1.630 0.001 4.6111 0.002023 0.003661 1.709 0.001 Entire Site Area 8/16/2018 1:06:08 PM Page 31 Gravel Trench Bed 5 - South Dwy Bottom Length: Bottom Width: Trench bottom slope 1: Trench Left side slope 0: Trench right side slope 2: Material thickness of first layer. - Pour Space of material for first layer: Material thickness of second layer: Pour Space of material for second layer: Material thickness of third layer: Pour Space of material for third layer: Infiltration On Infiltration rate: Infiltration safety factor: Total Volume Infiltrated (ac-ft.): Total Volume Through Riser (ac-ft.): Total Volume Through Facility (ac-ft.): Percent Infiltrated: Total Precip Applied to Facility: Total Evap From Facility: Discharge Structure Riser Height: 4 ft. Riser Diameter: 10 in. Element Flows To: Outlet 1 Outlet 2 8.00 ft. 11.00 ft. 0.001 To 1 0 To 1 0 To 1 4 0.3 0 0 0 0 2.77 0.1805 5.22 0 5.22 100 0 0 Gravel Trench Bed Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 0.0000 0.002020 0.000000 0.000 0.000 0.0556 0.002020 0.000034 0.000 0.001 0.1111 0.002020 0.000067 0.000 0.001 0.1667 0.002020 0.000101 0.000 0.001 0.2222 0.002020 0,000135 0.000 0.001 0.2778 0.002020 0.000168 0.000 0.001 0.3333 0.002020 0.000202 0.000 0.001 0.3889 0.002020 0.000236 0.000 0.001 0.4444 0.002020 0.000269 0.000 0.001 0.5000 0.002020 0.000303 0.000 0.001 0.5556 0.002020 0.000337 0.000 0.001 0.6111 0.002021 0.000370 0.000 0.001 0.6667 0.002021 0.000404 0.000 0.001 0.7222 0.002021 0.000438 0.000 0.001 0.7778 0.002021 0.000471 0.000 0.001 0.8333 0.002021 0.000505 0.000 0.001 0.8889 0.002021 0.000539 0.000 0.001 0.9444 0.002021 0.000572 0.000 0.001 1.0000 0.002021 0.000606 0.000 0.001 1.0556 0.002021 0.000640 0.000 0.001 1.1111 0.002021 0.000673 0.000 0.001 1.1667 0.002021 0.000707 0.000 0.001 1.2222 0.002021 0.000741 0.000 0.001 1.2778 0.002021 0.000775 0.000 0.001 1.3333 0.002021 0.000808 0.000 0.001 1.3889 0.002021 0.000842 0.000 0.001 Entire Site Area 8/16/2018 1:06:08 PM Page 30 4.6667 0.003 0.006 1.785 0.001 4.7222 0.003 0.006 1.858 0.001 4.7778 0.003 0.006 1.929 0.001 4.8333 0.003 0.006 1.996 0.001 4.8889 0.003 0.006 2.062 0.001 4.9444 0.003 0.007 2.125 0.001 5.0000 0.003 0.007 2.187 0.001 Entire Site Area 8/16/2018 1:06:08 PM Page 29 1.4444 0.003 0.001 0.000 0.001 1.5000 0.003 0.001 0.000 0.001 1.5556 0.003 0.001 0.000 0.001 1.6111 0.003 0.001 0.000 0.001 1.6667 0.003 0.001 0.000 0.001 1.7222 0.003 0.001 0.000 0.001 1.7778 0.003 0.001 0.000 0.001 1.8333 0.003 0.001 0.000 0.001 1.8889 0.003 0.001 0.000 0.001 1.9444 0.003 0.001 0.000 0.001 2.0000 0.003 0.002 0.000 0.001 2.0556 0.003 0.002 0.000 0.001 2.1111 0.003 0.002 0.000 0.001 2.1667 0.003 0.002 0.000 0.001 2.2222 0.003 0.002 0.000 0.001 2.2778 0.003 0.002 0.000 0.001 2.3333 0.003 0.002 0.000 0.001 2.3889 0.003 0.002 0.000 0.001 2.4444 0.003 0.002 0.000 0.001 2.5000 0.003 0.002 0.000 0.001 2.5556 0.003 0.002 0.000 0.001 2.6111 0.003 0.002 0.000 0.001 2.6667 0.003 0.002 0.000 0.001 2.7222 0.003 0.002 0.000 0.001 2.7778 0.003 0.002 0.000 0.001 2.8333 0.003 0.002 0.000 0.001 2.8889 0.003 0.002 0.000 0.001 2.9444 0.003 0.002 0.000 0.001 3.0000 0.003 0.003 0.000 0.001 3.0556 0.003 0.003 0.000 0.001 3.1111 0.003 0.003 0.000 0.001 3.1667 0.003 0.003 0.000 0.001 3.2222 0.003 0.003 0.000 0.001 3.2778 0.003 0.003 0.000 0.001 3.3333 0.003 0.003 0.000 0.001 3.3889 0.003 0.003 0.000 0.001 3.4444 0.003 0.003 0.000 0.001 3.5000 0.003 0.003 0.000 0.001 3.5556 0.003 0.003 0.000 0.001 3.6111 0.003 0.003 0.000 0.001 3.6667 0.003 0.003 0.000 0.001 3.7222 0.003 0.003 0.000 0.001 3.7778 0.003 0.003 0.000 0.001 3.8333 0.003 0.003 0.000 0.001 3.8889 0.003 0.003 0.000 0.001 3.9444 0.003 0.003 0.000 0.001 4.0000 0.003 0.004 0.000 0.001 4.0556 0.003 0.004 0.115 0.001 4.1111 0.003 0.004 0.323 0.001 4.1667 0.003 0.004 0.575 0.001 4.2222 0.003 0.004 0.835 0.001 4.2778 0.003 0.004 1.067 0.001 4.3333 0.003 0.005 1.242 0.001 4.3889 0.003 0.005 1.355 0.001 4.4444 0.003 0.005 1.458 0.001 4.5000 0.003 0.005 1.546 0.001 4.5556 0.003 0.005 1.630 0.001 4.6111 0.003 0.006 1.709 0.001 Entire Site Area 8/16/2018 1:06:08 PM Page 28 Gravel Trench Bed 6 - Lot A Dwy Bottom Length: 48.30 ft. Bottom Width: 3.00 ft. Trench bottom slope 1: 0.001 To 1 Trench Left side slope 0: 0 To 1 Trench right side slope 2: 0 To 1 Material thickness of first layer: 4 Pour Space of material for first layer: 0.3 Material thickness of second layer: 0 Pour Space of material for second layer: 0 Material thickness of third layer: 0 Pour Space of material for third layer: 0 Infiltration On Infiltration rate: 2.77 Infiltration safety factor: 0.1805 Total Volume Infiltrated (ac-ft.): 21.601 Total Volume Through Riser (ac-ft.): 0.371 Total Volume Through Facility (ac-ft.): 21.973 Percent Infiltrated: 98.31 Total Precip Applied to Facility: 1.475 Total Evap From Facility: 0.257 Discharge Structure Riser Height: 4 ft. Riser Diameter: ' 10 in. Element Flows To: Outlet 1 Outlet 2 Gravel Trench Bed Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 0.0000 0.003 0.000 0.000 0.000 0.0556 0.003 0.000 0.000 0.001 0.1111 0.003 0.000 0.000 0.001 0.1667 0.003 0.000 0.000 0.001 0.2222 0.003 0.000 0.000 0.001 0.2778 0.003 0.000 0.000 0.001 0.3333 0.003 0.000 0.000 0.001 0.3889 0.003 0.000 0.000 0.001 0.4444 0.003 0.000 0.000 0.001 0.5000 0.003 0.000 0.000 0.001 0.5556 0.003 0.000 0.000 0.001 0.6111 0.003 0.000 0.000 0.001 0.6667 0.003 0.000 0.000 0.001 0.7222 0.003 0.000 0.000 0.001 0.7778 0.003 0.000 0.000 0.001 0.8333 0.003 0.000 0.000 0.001 0.8889 0.003 0.000 0.000 0.001 0.9444 0.003 0.000 0.000 0.001 1.0000 0.003 0.001 0.000 0.001 1.0556 0.003 0.001 0.000 0.001 1.1111 0.003 0.001 0.000 0.001 1.1667 0.003 0.001 0.000 0.001 1.2222 0.003 0.001 0.000 0.001 1.2778 0.003 0.001 0.000 0.001 1.3333 0.003 0.001 0.000 0.001 1.3889 0.003 0.001 0.000 0.001 Entire Site Area 8/16/2018 1:06:08 PM Page 27 4.6667 0.026 0.050 1.785 0.013 4.7222 0.026 0.051 1.858 0.013 4.7778 0.026 0.053 1.929 0.013 4.8333 0.026 0.054 1.996 0.013 4.8889 0.026 0.056 2.062 0.013 4.9444 0.026 0.057 2.125 0.013 5.0000 0.026 0.059 2.187 0.013 Entire Site Area 8/1612018 1:06:08 PM Page 26 1.4444 0.026 0.011 0.000 0.013 1.5000 0.026 0.012 0.000 0.013 1.5556 0.026 0.012 0.000 0.013 1.6111 0.026 0.013 0.000 0.013 1.6667 0.026 0.013 0.000 0.013 1.7222 0.026 0.013 0.000 0.013 1.7778 0.026 0.014 0.000 0.013 1.8333 0.026 0.014 0.000 0.013 1.8889 0.026 0.015 0.000 0.013 1.9444 0.026 0.015 0.000 0.013 2.0000 0.026 0.016 0.000 0.013 2.0556 0.026 0.016 0.000 0.013 2.1111 0.026 0.017 0.000 0.013 2.1667 0.026 0.017 0.000 0.013 2.2222 0.026 0.017 0.000 0.013 2.2778 0.026 0.018 0.000 0.013 2.3333 0.026 0.018 0.000 0.013 2.3889 0.026 0.019 0.000 0.013 2.4444 0.026 0.019 0.000 0.013 2.5000 0.026 0.020 0.000 0.013 2.5556 0.026 0.020 0.000 0.013 2.6111 0.026 0.021 0.000 0.013 2.6667 0.026 0.021 0.000 0.013 2.7222 0.026 0.021 0.000 0.013 2.7778 0.026 0.022 0.000 0.013 2.8333 0.026 0.022 0.000 0.013 2.8889 0.026 0.023 0.000 0.013 2.9444 0.026 0.023 0.000 0.013 3.0000 0.026 0.024 0.000 0.013 3.0556 0.026 0.024 0.000 0.013 3.1111 0.026 0.025 0.000 0.013 3.1667 0.026 0.025 0.000 0.013 3.2222 0.026 0.026 0.000 0.013 3.2778 0.026 0.026 0.000 0.013 3.3333 0.026 0.026 0.000 0.013 3.3889 0.026 0.027 0.000 0.013 3.4444 0.026 0.027 0.000 0.013 3.5000 0.026 0.028 0.000 0.013 3.5556 0.026 0.028 0.000 0.013 3.6111 0.026 0.029 0.000 0.013 3.6667 0.026 0.029 0.000 0.013 3.7222 0.026 0.030 0.000 0.013 3.7778 0.026 0.030 0.000 0.013 3.8333 0.026 0.030 0.000 0.013 3.8889 0.026 0.031 0.000 0.013 3.9444 0.026 0.031 0.000 0.013 4.0000 0.026 0.032 0.000 0.013 4.0556 0.026 0.033 0.115 0.013 4.1111 0.026 0.035 0.323 0.013 4.1667 0.026 0.036 0.575 0.013 4.2222 0.026 0.038 0.835 0.013 4.2778 0.026 0.039 1.067 0.013 4.3333 0.026 0.041 1.242 0.013 4.3889 0.026 0.042 1.355 0.013 4.4444 0.026 0.044 1.458 0.013 4.5000 0.026 0.045 1.546 0.013 4.5556 0.026 0.047 1.630 0.013 4.6111 0.026 0.048 1.709 0.013 Entire Site Area 8/16/2018 1:06:08 PM Page 25 Gravel Trench Bed 2 - Lot B Bottom Length: Bottom Width. Trench bottom slope 1: Trench Left side slope 0: Trench right side slope 2: Material thickness of first layer. - Pour Space of material for first layer: Material thickness of second layer: Pour Space of material for second layer: Material thickness of third layer: Pour Space of material for third layer. - Infiltration On Infiltration rate: Infiltration safety factor: Total Volume Infiltrated (ac-ft.): Total Volume Through Riser (ac-ft.): Total Volume Through Facility (ac-ft.): Percent Infiltrated: Total Precip Applied to Facility: Total Evap From Facility: Discharge Structure Riser Height: 4 ft. Riser Diameter: 10 in. Element Flows To: Outlet 1 Outlet 2 65.00 ft. 18.00 ft. 0.001 To 1 0 To 1 0 To 1 4 0.3 0 0 0 0 2.77 0.1805 58.501 0 58.501 100 0 0 Gravel Trench Bed Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 0.0000 0.026 0.000 0.000 0.000 0.0556 0.026 0.000 0.000 0.013 0.1111 0.026 0.000 0.000 0.013 0.1667 0.026 0.001 0.000 0.013 0.2222 0.026 0.001 0.000 0.013 0.2778 0.026 0.002 0.000 0.013 0.3333 0.026 0.002 0.000 0.013 0.3889 0.026 0.003 0.000 0.013 0.4444 0.026 0.003 0.000 0.013 0.5000 0.026 0.004 0.000 0.013 0.5556 0.026 0.004 0.000 0.013 0.6111 0.026 0.004 0.000 0.013 0.6667 0.026 0.005 0.000 0.013 0.7222 0.026 0.005 0.000 0.013 0.7778 0.026 0.006 0.000 0.013 0.8333 0.026 0.006 0.000 0.013 0.8889 0.026 0.007 0.000 0.013 0.9444 0.026 0.007 0.000 0.013 1.0000 0.026 0.008 0.000 0.013 1.0556 0.026 0.008 0.000 0.013 1.1111 0.026 0.009 0.000 0.013 1.1667 0.026 0.009 0.000 0.013 1.2222 0.026 0.009 0.000 0.013 1.2778 0.026 0.010 0.000 0.013 1.3333 0.026 0.010 0.000 0.013 1.3889 0.026 0.011 0.000 0.013 Entire Site Area 8/16/2018 1:06:08 PM Page 24 4.6667 0.009 0.018 1.785 0.004 4.7222 0.009 0.018 1.858 0.004 4.7778 0.009 0.019 1.929 0.004 4.8333 0.009 0.019 1.996 0.004 4.8889 0.009 0.020 2.062 0.004 4.9444 0.009 0.020 2.125 0.004 5.0000 0.009 0.021 2.187 0.004 Entire Site Area 8/16/2018 1:06:08 PM Page 23 1.4444 0.009 0.004 0.000 0.004 1.5000 0.009 0.004 0.000 0.004 1.5556 0.009 0.004 0.000 0.004 1.6111 0.009 0.004 0.000 0.004 1.6667 0.009 0.004 0.000 0.004 1.7222 0.009 0.005 0.000 0.004 1.7778 0.009 0.005 0.000 0.004 1.8333 0.009 0.005 0.000 0.004 1.8889 0.009 0.005 0.000 0.004 1.9444 0.009 0.005 0.000 0.004 2.0000 0.009 0.005 0.000 0.004 2.0556 0.009 0.005 0.000 0.004 2.1111 0.009 0.006 0.000 0.004 2.1667 0.009 0.006 0.000 0.004 2.2222 0.009 0.006 0.000 0.004 2.2778 0.009 0.006 0.000 0.004 2.3333 0.009 0.006 0.000 0.004 2.3889 0.009 0.006 0.000 0.004 2.4444 0.009 0.007 0.000 0.004 2.5000 0.009 0.007 0.000 0.004 2.5556 0.009 0.007 0.000 0.004 2.6111 0.009 0.007 0.000 0.004 2.6667 0.009 0.007 0.000 0.004 2.7222 0.009 0.007 0.000 0.004 2.7778 0.009 0.008 0.000 0.004 2.8333 0.009 0.008 0.000 0.004 2.8889 0.009 0.008 0.000 0.004 2.9444 0.009 0.008 0.000 0.004 3.0000 0.009 0.008 0.000 0.004 3.0556 0.009 0.008 0.000 0.004 3.1111 0.009 0.009 0.000 0.004 3.1667 0.009 0.009 0.000 0.004 3.2222 0.009 0.009 0.000 0.004 3.2778 0.009 0.009 0.000 0.004 3.3333 0.009 0.009 0.000 0.004 3.3889 0.009 0.009 0.000 0.004 3.4444 0.009 0.010 0.000 0.004 3.5000 0.009 0.010 0.000 0.004 3.5556 0.009 0.010 0.000 0.004 3.6111 0.009 0.010 0.000 0.004 3.6667 0.009 0.010 0.000 0.004 3.7222 0.009 0.010 0.000 0.004 3.7778 0.009 0.010 0.000 0.004 3.8333 0.009 0.011 0.000 0.004 3.8889 0.009 0.011 0.000 0.004 3.9444 0.009 0.011 0.000 0.004 4.0000 0.009 0.011 0.000 0.004 4.0556 0.009 0.012 0.115 0.004 4.1111 0.009 0.012 0.323 0.004 4.1667 0.009 0.013 0.575 0.004 4.2222 0.009 0.013 0.835 0.004 4.2778 0.009 0.014 1.067 0.004 4.3333 0.009 0.014 1.242 0.004 4.3889 0.009 0.015 1.355 0.004 4.4444 0.009 0.015 1.458 0.004 4.5000 0.009 0.016 1.546 0.004 4.5556 0.009 0.016 1.630 0.004 4.6111 0.009 0.017 1.709 0.004 Entire Site Area 8/16/2018 1:06:08 PM Page 22 Gravel Trench Bed 3 - North Dwy Bottom Length: 60.00 ft. Bottom Width. 7.00 ft. Trench bottom slope 1: 0.001 To 1 Trench Left side slope 0: 0 To 1 Trench right side slope 2: 0 To 1 Material thickness of first layer: 4 Pour Space of material for first layer: 0.3 Material thickness of second layer: 0 Pour Space of material for second layer: 0 Material thickness of third layer: 0 Pour Space of material for third layer: 0 Infiltration On Infiltration rate: 2.77 Infiltration safety factor: 0.1805 Total Volume Infiltrated (ac-ft.): 25.566 Total Volume Through Riser (ac-ft.): 0 Total Volume Through Facility (ac-ft.): 25.567 Percent Infiltrated: 100 Total Precip Applied to Facility: 0 Total Evap From Facility: 0 Discharge Structure Riser Height: 4 ft. Riser Diameter: 10 in. Element Flows To: Outlet 1 Outlet 2 Gravel Trench Bed; Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 0.0000 0.009 0.000 0.000 0.000 0.0556 0.009 0.000 0.000 0.004 0.1111 0.009 0.000 0.000 0.004 0.1667 0.009 0.000 0.000 0.004 0.2222 0.009 0.000 0.000 0.004 0.2778 0.009 0.000 0.000 0.004 0.3333 0.009 0.001 0.000 0.004 0.3889 0.009 0.001 0.000 0.004 0.4444 0.009 0.001 0.000 0.004 0.5000 0.009 0.001 0.000 0.004 0.5556 0.009 0.001 0.000 0.004 0.6111 0.009 0.001 0.000 0.004 0.6667 0.009 0.001 0.000 0.004 0.7222 0.009 0.002 0.000 0.004 0.7778 0.009 0.002 0.000 0.004 0.8333 0.009 0.002 0.000 0.004 0.8889 0.009 0.002 0.000 0.004 0.9444 0.009 0.002 0.000 0.004 1.0000 0.009 0.002 0.000 0.004 1.0556 0.009 0.003 0.000 0.004 1.1111 0.009 0.003 0.000 0.004 1.1667 0.009 0.003 0.000 0.004 1.2222 0.009 0.003 0.000 0.004 1.2778 0.009 0.003 0.000 0.004 1.3333 0.009 0.003 0.000 0.004 1.3889 0.009 0.004 0.000 0.004 Entire Site Area 8/16/2018 1:06:08 PM Page 21 4.6667 0.007 0.014 1.785 0.003 4.7222 0.007 0.014 1.858 0.003 4.7778 0.007 0.014 1.929 0.003 4.8333 0.007 0.015 1.996 0.003 4.8889 0.007 0.015 2.062 0.003 4.9444 0.007 0.016 2.125 0.003 5.0000 0.007 0.016 2.187 0.003 Entire Site Area 8/16/2018 1:06:08 PM Page 20 1.4444 0.007 0.003 0.000 0.003 1.5000 0.007 0.003 0.000 0.003 1.5556 0.007 0.003 0.000 0.003 1.6111 0.007 0.003 0.000 0.003 1.6667 0.007 0.003 0.000 0.003 1.7222 0.007 0.003 0.000 0.003 1.7778 0.007 0.004 0.000 0.003 1.8333 0.007 0.004 0.000 0.003 1.8889 0.007 0.004 0.000 0.003 1.9444 0.007 0.004 0.000 0.003 2.0000 0.007 0.004 0.000 0.003 2.0556 0.007 0.004 0.000 0.003 2.1111 0.007 0.004 0.000 0.003 2.1667 0.007 0.004 0.000 0.003 2.2222 0.007 0.005 0.000 0.003 2.2778 0.007 0.005 0.000 0.003 2.3333 0.007 0.005 0.000 0.003 2.3889 0.007 0.005 0.000 0.003 2.4444 0.007 0.005 0.000 0.003 2.5000 0.007 0.005 0.000 0.003 2.5556 0.007 0.005 0.000 0.003 2.6111 0.007 0.005 0.000 0.003 2.6667 0.007 0.006 0.000 0.003 2.7222 0.007 0.006 0.000 0.003 2.7778 0.007 0.006 0.000 0.003 2.8333 0.007 0.006 0.000 0.003 2.8889 0.007 0.006 0.000 0.003 2.9444 0.007 0.006 0.000 0.003 3.0000 0.007 0.006 0.000 0.003 3.0556 0.007 0.006 0.000 0.003 3.1111 0.007 0.007 0.000 0.003 3.1667 0.007 0.007 0.000 0.003 3.2222 0.007 0.007 0.000 0.003 3.2778 0.007 0.007 0.000 0.003 3.3333 0.007 0.007 0.000 0.003 3.3889 0.007 0.007 0.000 0.003 3.4444 0.007 0.007 0.000 0.003 3.5000 0.007 0.007 0.000 0.003 3.5556 0.007 0.008 0.000 0.003 3.6111 0.007 0.008 0.000 0.003 3.6667 0.007 0.008 0.000 0.003 3.7222 0.007 0.008 0.000 0.003 3.7778 0.007 0.008 0.000 0.003 3.8333 0.007 0.008 0.000 0.003 3.8889 0.007 0.008 0.000 0.003 3.9444 0.007 0.008 0.000 0.003 4.0000 0.007 0.009 0.000 0.003 4.0556 0.007 0.009 0.115 0.003 4.1111 0.007 0.009 0.323 0.003 4.1667 0.007 0.010 0.575 0.003 4.2222 0.007 0.010 0.835 0.003 4.2778 0.007 0.011 1.067 0.003 4.3333 0.007 0.011 1.242 0.003 4.3889 0.007 0.012 1.355 0.003 4.4444 0.007 0.012 1.458 0.003 4.5000 0.007 0.012 1.546 0.003 4.5556 0.007 0.013 1.630 0.003 4.6111 0.007 0.013 1.709 0.003 Entire Site Area 8/16/2018 1:06:08 PM Page 19 Gravel Trench Bed 4 - South -East Dwy Bottom Length: Bottom Width: Trench bottom slope 1: Trench Left side slope 0: Trench right side slope 2: Material thickness of first layer: Pour Space of material for first layer: Material thickness of second layer: Pour Space of material for second layer: Material thickness of third layer: Pour Space of material for third layer: Infiltration On Infiltration rate: Infiltration safety factor: Total Volume Infiltrated (ac-ft.): Total Volume Through Riser (ac-ft.): Total Volume Through Facility (ac-ft.): Percent Infiltrated: Total Precip Applied to Facility: Total Evap From Facility: Discharge Structure Riser Height: 4 ft. Riser Diameter: 10 in. Element Flows To: Outlet 1 Outlet 2 Gravel Trench Bed Hydraulic Table 41.00 ft. 8.00 ft. 0.001 To 0 To 1 0 To 1 4 0.3 0 0 0 0 2.77 0.1805 19.133 0 19.133 100 0 0 Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 0.0000 0.007 0.000 0.000 0.000 0.0556 0.007 0.000 0.000 0.003 0.1111 0.007 0.000 0.000 0.003 0.1667 0.007 0.000 0.000 0.003 0.2222 0.007 0.000 0.000 0.003 0.2778 0.007 0.000 0.000 0.003 0.3333 0.007 0.000 0.000 0.003 0.3889 0.007 0.000 0.000 0.003 0.4444 0.007 0.001 0.000 0.003 0.5000 0.007 0.001 0.000 0.003 0.5556 0.007 0.001 0.000 0.003 0.6111 0.007 0.001 0.000 0.003 0.6667 0.007 0.001 0.000 0.003 0.7222 0.007 0.001 0.000 0.003 0.7778 0.007 0.001 0.000 0.003 0.8333 0.007 0.001 0.000 0.003 0.8889 0.007 0.002 0.000 0.003 0.9444 0.007 0.002 0.000 0.003 1.0000 0.007 0.002 0.000 0.003 1.0556 0.007 0.002 0.000 0.003 1.1111 0.007 0.002 0.000 0.003 1.1667 0.007 0.002 0.000 0.003 1.2222 0.007 0.002 0.000 0.003 1.2778 0.007 0.002 0.000 0.003 1.3333 0.007 0.003 0.000 0.003 1.3889 0.007 0.003 0.000 0.003 Entire Site Area 8/16/2018 1:06:08 PM Page 18 4.5556 0.028 0.050 1.630 0.014 4.6111 0.028 0.051 1.709 0.014 4.6667 0.028 0.053 1.785 0.014 4.7222 0.028 0.054 1.858 0.014 4.7778 0.028 0.056 1.929 0.014 4.8333 0.028 0.058 1.996 0.014 4.8889 0.028 0.059 2.062 0.014 4.9444 0.028 0.061 2.125 0.014 5.0000 0.028 0.062 2.187 0.014 Entire Site Area 8/16/2018 1:06:08 PM Page 17 1.3333 0.028 0.011 0.000 0.014 1.3889 0.028 0.011 0.000 0.014 1.4444 0.028 0.012 0.000 0.014 1.5000 0.028 0.012 0.000 0.014 1.5556 0.028 0.013 0.000 0.014 1.6111 0.028 0.013 0.000 0.014 1.6667 0.028 0.014 0.000 0.014 1.7222 0.028 0.014 0.000 0.014 1.7778 0.028 0.015 0.000 0.014 1.8333 0.028 0.015 0.000 0.014 1.8889 0.028 0.016 0.000 0.014 1.9444 0.028 0.016 0.000 0.014 2.0000 0.028 0.017 0.000 0.014 2.0556 0.028 0.017 0.000 0.014 2.1111 0.028 0.018 0.000 0.014 2.1667 0.028 0.018 0.000 0.014 2.2222 0.028 0.019 0.000 0.014 2.2778 0.028 0.019 0.000 0.014 2.3333 0.028 0.020 0.000 0.014 2.3889 0.028 0.020 0.000 0.014 2.4444 0.028 0.020 0.000 0.014 2.5000 0.028 0.021 0.000 0.014 2.5556 0.028 0.021 0.000 0.014 2.6111 0.028 0.022 0.000 0.014 2.6667 0.028 0.022 0.000 0.014 2.7222 0.028 0.023 0.000 0.014 2.7778 0.028 0.023 0.000 0.014 2.8333 0.028 0.024 0.000 0.014 2.8889 0.028 0.024 0.000 0.014 2.9444 0.028 0.025 0.000 0.014 3.0000 0.028 0.025 0.000 0.014 3.0556 0.028 0.026 0.000 0.014 3.1111 0.028 0.026 0.000 0.014 3.1667 0.028 0.027 0.000 0.014 3.2222 0.028 0.027 0.000 0.014 3.2778 0.028 0.028 0.000 0.014 3.3333 0.028 0.028 0.000 0.014 3.3889 0.028 0.029 0.000 0.014 3.4444 0.028 0.029 0.000 0.014 3.5000 0.028 0.029 0.000 0.014 3.5556 0.028 0.030 0.000 0.014 3.6111 0.028 0.030 0.000 0.014 3.6667 0.028 0.031 0.000 0.014 3.7222 0.028 0.031 0.000 0.014 3.7778 0.028 0.032 0.000 0.014 3.8333 0.028 0.032 0.000 0.014 3.8889 0.028 0.033 0.000 0.014 3.9444 0.028 0.033 0.000 0.014 4.0000 0.028 0.034 0.000 0.014 4.0556 0.028 0.035 0.115 0.014 4.1111 0.028 0.037 0.323 0.014 4.1667 0.028 0.039 0.575 0.014 4.2222 0.028 0.040 0.835 0.014 4.2778 0.028 0.042 1.067 0.014 4.3333 0.028 0.043 1.242 0.014 4.3889 0.028 0.045 1.355 0.014 4.4444 0.028 0.046 1.458 0.014 4.5000 0.028 0.048 1.546 0.014 Entire Site Area 8/16/2018 1:06:08 PM Page 16 Mitigated Routing Gravel Trench Bed 1 - Lot C Bottom Length: Bottom Width. Trench bottom slope 1: Trench Left side slope 0: Trench right side slope 2: Material thickness of first layer: Pour Space of material for first layer: Material thickness of second layer: Pour Space of material for second layer: Material thickness of third layer: Pour Space of material for third layer: Infiltration On Infiltration rate: Infiltration safety factor: Total Volume Infiltrated (ac-ft.): Total Volume Through Riser (ac-ft.): Total Volume Through Facility (ac-ft.): Percent Infiltrated: Total Precip Applied to Facility: Total Evap From Facility: Discharge Structure Riser Height: 4 ft. Riser Diameter: 10 in. Element Flows To: Outlet 1 Outlet 2 69.00 ft. 18.00 ft. 0.001 To 0 To 1 0 To 1 4 0.3 0 0 0 0 2.77 0.1805 67.085 0 67.085 100 0 0 Gravel Trench Bed Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 0.0000 0.028 0.000 0.000 0.000 0.0556 0.028 0.000 0.000 0.014 0.1111 0.028 0.001 0.000 0.014 0.1667 0.028 0.001 0.000 0.014 0.2222 0.028 0.001 0.000 0.014 0.2778 0.028 0.002 0.000 0.014 0.3333 0.028 0.002 0.000 0.014 0.3889 0.028 0.003 0.000 0.014 0.4444 0.028 0.003 0.000 0.014 0.5000 0.028 0.004 0.000 0.014 0.5556 0.028 0.004 0.000 0.014 0.6111 0.028 0.005 0.000 0.014 0.6667 0.028 0.005 0.000 0.014 0.7222 0.028 0.006 0.000 0.014 0.7778 0.028 0.006 0.000 0.014 0.8333 0.028 0.007 0.000 0.014 0.8889 0.028 0.007 0.000 0.014 0.9444 0.028 0.008 0.000 0.014 1.0000 0.028 0.008 0.000 0.014 1.0556 0.028 0.009 0.000 0.014 1.1111 0.028 0.009 0.000 0.014 1.1667 0.028 0.010 0.000 0.014 1.2222 0.028 0.010 0.000 0.014 1.2778 0.028 0.010 0.000 0.014 Entire Site Area 8/16/2018 1:06:08 PM Page 15 1 Routing Elements Predeveloped Routing Entire Site Area 8/16/2018 1:06:08 PM Page 14 Basin 5 - South Wing of PAR Bypass: . No GroundWater: No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre DRIVEWAYS MOD 0.0136 Impervious Total 0.0136 Basin Total 0.0136 Element Flows To: Surface Interflow Groundwater Gravel Trench Bed 5 - Gcaatbl 1JWch Bed 5 - South Dwy Entire Site Area 8/16/2018 1:06:08 PM Page 13 Basin 6 = Lot A Ex DWY Bypass: No GroundWater: No Pervious Land Use acre C, Lawn, Flat 0.00767 Pervious Total 0.00767 Impervious Land Use acre DRIVEWAYS FLAT 0.05165 Impervious Total 0.05165 Basin Total 0.05932 Element Flows To: Surface Interflow Groundwater Gravel Trench Bed 6 - GoMteMpnch Bed 6 - Lot A Dwy Entire Site Area 8/16/2018 1:06:08 PM Page 12 Basin 10 -Lot C Bypass Bypass: Yes GroundWater: No Pervious Land Use acre C, Lawn, Mod 0.0348 Pervious Total 0.0348 Impervious Land Use acre Impervious Total 0 Basin Total 0.0348 Element Flows To: Surface Interflow Groundwater Entire Site Area 8/16/2018 1:06:08 PM Page 11 0 Basin 9 - Lot B Bypass Bypass: Yes Groundwater: No Pervious Land Use acre C, Lawn, Mod 0.05177 Pervious Total 0.05177 Impervious Land Use acre Impervious Total 0 Basin Total 0.05177 Element Flows To: Surface Interflow Groundwater Entire Site Area 8/16/2018 1:06:08 PM Page 10 Basin 8 - Lot A Bypass Bypass: Yes GroundWater: No Pervious Land Use acre C, Lawn, Flat 0.14318 Pervious Total 0.14318 Impervious Land Use acre ROOF TOPS FLAT 0.07156 SIDEWALKS FLAT 0.02661 Impervious Total 0.09817 Basin Total 0.24135 Element Flows To: Surface Interflow Groundwater Entire Site Area 8/16/2018 1:06:08 PM Page 9 Basin 7 - Private Access Rd Bypass Bypass: Yes Groundwater: No Pervious Land Use acre C, Lawn, Flat 0.098 Pervious Total 0.098 Impervious Land Use acre DRIVEWAYS MOD 0.0108 Impervious Total 0.01.08 Basin Total 0.1088 Element Flows To: Surface Interflow Entire Site Area. Groundwater 8/1612018 1:06:08 PM Page 8 Basin 2 -Lot B Bypass: No GroundWater: No Pervious Land Use acre C, Lawn, Mod 0.01217 Pervious Total 0.01217 Impervious Land Use acre ROOF TOPS FLAT 0.13115 DRIVEWAYS FLAT 0.01807 Impervious Total 0.14922 Basin Total 0.16139 Element Flows To: Surface Interflow Groundwater Gravel Trench Bed 2 - GaAfbI Trench Bed 2 - Lot B Entire Site Area 8/16/2018 1:06:08 PM Page 7 ' 1 1 Basin 3 - Dwy ESMT Bypass: No GroundWater: No Pervious Land Use acre C, Lawn, Flat 0.0088 Pervious Total 0.0088 Impervious Land Use acre DRIVEWAYS FLAT 0.0639 Impervious Total 0.0639 Basin Total 0.0727 Element Flows To: Surface Interflow Groundwater Gravel Trench Bed 3 - GcfftIel nch Bed 3 - North Dwy Entire Site Area 8/16/2018 1:06:08 PM Page 6 Basin 4 - Private Access Rd Bypass: No GroundWater: No Pervious Land Use acre C, Lawn, Flat 0.0034 Pervious Total 0.0034 Impervious Land Use acre DRIVEWAYS FLAT 0.0492 Impervious Total 0.0492 Basin Total 0.0526 Element Flows To: Surface Interflow Groundwater Gravel Trench Bed 4-6c&dbI,ffae6EW@ed 4 - South -East Dwy Entire Site Area 8/16/2018 1:06:08 PM Page 5 Mitigated Land Use Basin 1 Lot C Bypass: No GroundWater: No Pervious Land Use acre C, Lawn, Mod 0.03483 Pervious Total . 0.03483 Impervious Land Use acre ROOF TOPS FLAT 0.12911 DRIVEWAYS FLAT 0.03338 Impervious Total 0.16249 Basin Total 0.19732 Element Flows To: Surface Interflow Groundwater Gravel Trench Bed 1 - Go&QI Trench Bed 1 - Lot C Page 4 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass: No GroundWater: No Pervious Land Use acre C, Forest, Mod 0.57142 C, Lawn, Flat 0.15573 Pervious Total 0.72715 Impervious Land Use acre ROADS FLAT 0.0116 ROOF TOPS FLAT 0.07156 DRIVEWAYS FLAT 0.06853 SIDEWALKS FLAT 0.02661 Impervious Total 0.1783 Basin Total 0.90545 Element Flows To: Surface Interflow Entire Site Area Groundwater 8/16/2018 1:06:08 PM Page 3 General Model Information Project Name: Entire Site Area Site Name: Lindberg Short Plat Site Address: 10723 235th PI W City: Edmonds Report Date: 8/16/2018 MGS Region: Puget East Data Start: 1901 /10/1 Data End: 2058/09/30 Timestep: 15 Minute DOT Data Number03 Version Date: 2017/04/14 Version: 4.2.13 POC Thresholds Low Flow Threshold for POC1: 50 Percent of the 2 Year High Flow Threshold for POC1: 50 Year 0 WWHM2012 PROJECT REPORT i Drainage Report Rev 1 Lindberg Short Plat —10723 2351h PI W August 2018 20180815_10723 235th PI SW Edmonds Drainage Report _Rev 1 C=�KNt NNCR6IC L fir' • �p� R E-I F�NRk E,Ru M = /Y S La'.bl/ A 4a sRRR xvR. on ana. pf O1C e. em vawn. s eNcwNroNn aa" N.x ao.e. so.lnlxaon vw. Nrw< .,D wnNCF .s xFae�u+ a nme/cvNe .w w�rz. a Finarto n me rm =Nex¢v. TEMPORARY SEDIMENT TRAP FOR CATCH BASINS L� TYPICAL TRENCH SECTION M STANDARD FRAME INSTALLATION �N1 rER nn OP EOxONOS Er.NOxxo mina ER.sox Op PEncmoFeoxorossrxonw OErulade.oD CpSvC 7 rcR ein OF EONOxDs n•xWRDOErulsswm Cp f tr/Na .M�� � 3 IM xR[ A PIA g,ffi\ 10.1 m m xw. acnaxa aFscx Fax tlQIES_ :a ,� I axoF rsR sA'-II xc . x wcnn xuo bua Nw> eal. vss Nn awx RcmxR. - PARKING LOT/AREA GRATE (HERRINGBONE) / v R +$;,mo' V6 61tE _N x. oER axvDPEDxwxssr..IwRDDErNIs so-Dcos APPROVAL FOR CONSTRl TION ORY OFEDMONDS ,,E-C 11 A'WR.01A a, a NORE�/c rn DETut MOTES: �. wrva N,o'PEpG1wY'""a� r-,E.a>� .� .�.r~ ro o�YMa w,EY.L.L IYx nYo...o a, YxE p .ro w,t*,w a.PP Nerow aPE .� recta ,a .ar; .w. aex rYxE maw .Q amPm LeaRR rl�s: /ar Milo vSVHNI'I[ nc�D-a-N.r �M ai�ll�a wrr IIF.w� YUD m • ti, w,Rwa Pa ,w,cxEa ar � NaaR aYro N..e a — a"'�,ar,�a NEPECIIOH xEWIREO OH xu tBDsaH eor.Txw METepOS BEFORE OTHER RORR GYe BE4ae INFILTRATION TRENCH#1&2 E BGIEu.w+E.nw CO INFILTRATION TRENCH 90 %F1 R r.Vwc 'Ovrvv CC INFILTRATION TRENCH #4 & 5 �1 y INFILTR TION TRENCH #B %M1 NOTES: °0i4E I C IxcG RCNM.OBGLPIaTYIaECIM R6 F.a Ea TIMx MEOVAl T01 rRL MATEnIALa SMALL 3YIWEWNaLEIIi W c OxY BOL luaePAI MEiX00 wep M DErtH L5 SMAB tw, wner�e Hm aE useD ae iNmm.nw eaLMElu. FOR awu x . r weoomv.L n,aw PYKD amPm Yli rase tewuiE N„M a.aau Mana.t `�`ro'4mnax01£aL r%`c•'Icr'wa rHaua PPOPtH qIV MSPECipN REWWFD CN ro 4 vLNm ooan9,w[ a tawflmcmx N1 D10EbN CON140L METHODS N;rnfx,. BEEWE aTHex waxes vN BEDNI FILTER FABRIC SILT FENCE iEa OE srnND.aD m.w Eresoo CS4 rowan[ aRaOMOrnaTE t Hem, a,�� >ax.xal •yf\y, c,xano,°sROfra':em""'R w.11au ' ,r., ""vmxai O.anc"�"wx�uu .m ALL- Y�wwxDl a xP..b«°e ae aNu aRPo a b' YWK r-a•, rec P.wwea woe ro ne acts a n,e PRrGsr wE sxnalx _ u1Meio iesiR ueeMeaH MwL ter xxaee iH'm. ti ml�rt a � x : �rsoanYxoc •.�' "n"r�>�a cxaNmi+��ax-nenro in"imm'Mr�L Deawevexr N M xn a rest Yap a r"Tssa""r'ss [Rz a waa wxx. xor s MOR[ nw r — - w.ner_ eme a areN awx wru. CATCH BASIN TYPE 1 �1 nre crrra EDMawos sTxNGaa DETAIL awoa p paH a .Y w a Ha. ro mw . .amD o m� mFR MAILBOX DEux L EE" 'Bx CO I� BUIIDaxO I "011i wm 11 I Bi Lwu • Luex'"°'PIroLr 4 coa»lc"o maw salt r' aEwNmrs tl Tr ro M MwE cwrn y /r R t — ExunwD ADL �� f1 i a- xEgr. w� ulD ;I XT sNB T pLBANOTAL AT ASH..Lr swPN;E L PROPERTY BEPERTY LM A B=IN0 T NPNdE w Ta Y Rlsas✓I rr.• rvc aaxc P4C caP Exam `..Evix ,elNta SHALL 8E TYPM.AL CLEANOI/T c� Eree IAAEli ABPHALT SEWER CLEANOUT DETAILS i� vEre ovwmsi_ZDEr•e sa CO0C 7 wA msc aw � �.. —(Al . .. aYPr.e ae.xait rma taro ssrtnPss�--:++'. .Y"s.*u ro wPa.. urJ � eem �eEs I"WATER METER AND SERVICE CONN 0 PEa wwsD srN—DDE—i CST �I R uY .+ -Alm fry"e.-r �xN.rte tuxex. see NON�x �r � {m^a e 1 9 :awEw s.a mP) I puu U'a MAlIIELFTBO. a• dwEim ramE SPAc4eG T ara u w ,.xxoRaHxc .m...nDr�I, l ID xPa lr,.na xx oxnw wH.E eoxmaR: STRAW WATTLE�K1 PF.H CITr Oi EaMOND$Si iNt EP+aaa APPROVAL FOR CONSTRUCTION GTr' OF EDIAO— m 3 go y Dan O w Z=z N3a >Ir�iO (7 Mew om2 awo w o5 za �N C10 aFw ,..o E i _ SEE SHEET CAS FOR SO PIPE 6 G SDCO (SEE SHEET COS .R0 MNOANOSOCOINFORIAATON 8'SIX/J (SEE SHEET C56' FOR ADDITIONAL DETAILS) I FO ® FL. FOR ADDITIONAL DETAILS) ............ FD ® FL . . .. _ I - CATCHBASINTYPE1 .... ....... .. .... .. ..-.-.-. -_-... WI HERRINGBONE GRATE ! I TWX69L%A'D INFILTRATION TRENCH E3 EE SHEET C96 FFOR AD ITIONAL DETAILS) —NSUMP1 .. .._ "(SEE SHEET C06 FOR ADDITIONAL DETAILS) ., _._ .. CATCHBASINTYPEI Wl HERRINGBONE GRATE ..._._ .RIM 36T.99 CATCH BASIN TYPE 1 WISOUD,LOCI(INGUD. -. ..7 _ ._. ,.. ... . 6'IE(NE)365.T0(OVERFLOW) - RIM 369.69 6'IE (WI366.09 (OVERFLON3 . 6'IE(NW)3W 90 2MIN SUMP 6'uE(Ec36CA0 ROAD A PROFILE A -A .ALE I . Io COS mO 6 oa FD@AFL, S' BODO(SEE SHEET COS FOR ADITIONAL DETAILS)' ' T J � : F E PULLi CATCH BASIN TYPE 1 WI SOLID. LOCKING LID RIM35T,W_.�.}�� '4 — w 6'IE(S)361A0., CATCH BASIN TYPE I o .� 6' IE Oh 3U.00 (OVERFL0" W/ HERRINGBONE GRATE 2 MIN SUMP BWXI I L X<'D INFILTRATION TRENCH (SEE SHEETCOB FOR ADDITIONAL RIM 366.00 t6 - S'IE(E)36,. DETAILS) 2MIN SUMP SCALE IN FEET ROAD R PROFILE B-B suLE 1v - - - - - - - - - - - - COS - - _ - - - - - - - - M SCALE IN FEET A" BUSINESS Q 3 N 5z Z o _ n odui o pw� �xz N3 >Go omo Q m W m U zD- �x APPROVAL FOR CONSTRUCT ON 1. CITY OF EDMONDB WTE EY C09 J l l' ■ ez ■ .......::: f KEY NOTES: KEY NOTE: DETAIL/ SHEET u:1u 0 E wcmelEM al F LF aCN,F�UR-ON TR 01a O FavEPFPFEELEM]EL 00 On ie �' e•e'im NiwenFLan E• E ENE�a�.m rLF49Dm �B.N O,0Bx ELOPE ILA OFLLTI © - O RIM3OaNOBONEOMTE e'IS (N) 304 M W SPILL 1-0. ELBOM "a' to PRFLOW O .Fn N.DF. naso I—T FND TON IF—EM ED•APPmFxATa O a•IEea a z�10 uiB Qm EO.—MINa are�aaz ss s• E lwzep zs rya sv LL cDNrn¢ Elecwl MED•11,LMINELD SD�v, p11 LFI E-E p . mmzm,lxw=< OME(E'�aN° �E,WEDLDL«FND 'relay EFuw EN Q, —•EI. ® a IF S " EELEIDo00T ON TRENCN TOP OF O TOFn OF ♦RP...-D. Pis ON BAsx GMiE FAF NOEONEPD OO e'eLNW Fs. O(..F.— r IE INEI J-0 DV SPILL mOL ELaOWELDIF MI, xadCiI a QIF E s.... F EOY % A•O IHFlLlPA11011 MENON a �s.n�il eNa,°an FA:m F FE�ELEv asl.x ® PI'1040su OTRE,W9011D, LOEMixD POID—„ e I'MM. 3 M N BUMP p PPER v0•Etw Eee O C F°saa �10 O EraEICH111— DNiFENEN. �B nROM or Excw.1. OX BASI ivPE, O� aRR oaBWrfOMTE ' r leiaiB p.nDvaPxl caxrRDLElean Q z NaDm1—INROPE O aEsee93 K10 0 s S• DIE—ENSLOPE ...1l FXo wRLi�axar Ewa, SOMA EDDEDFEF m,LE ���nAaF,.oM xc,s O an OPv•za0xwxawE O _ - OME°I4REaa0rESPUEaim«Etaow, e p E m®aa,laLDPE,uaN„i, .Qs �F�c mamaw.xwEILA. Fun ,A:,s S PEpf NPBS°SEEzuol00 •, mExwa DA:a O n PEm elfvaa _ —IS M .—A—B LED O.Ie(p.a.aaRF DMF .I r°s�N °° eQB xMFEsom�omexlN slop - Q �mm,eel MlNslo y Q z EDmE.°°+SLOPE rum RAn a I- A 3 Q LEro mF PERF PVC ELEM BFX.iO 3 F O rn gzon =z zz�� T 7x 13FIL• RACE &W 1� IROfiMRS Rq0 STIR i Ly MR20Vlll FORIXJOISTROCTON OlV OF EID-- a En C06 y Q z EDmE.°°+SLOPE rum RAn a I- A 3 Q LEro mF PERF PVC ELEM BFX.iO 3 F O rn gzon =z zz�� T 7x 13FIL• RACE &W 1� IROfiMRS Rq0 STIR i Ly MR20Vlll FORIXJOISTROCTON OlV OF EID-- a En C06 =z zz�� T 7x 13FIL• RACE &W 1� IROfiMRS Rq0 STIR i Ly MR20Vlll FORIXJOISTROCTON OlV OF EID-- a En C06 C � p;' Iy I ■, 0 O r T]I �.'a�:•IYI �i • YR c.T v� ••L .fir LOT A: 14,045 SF _ •f� (i O =Y NC NOTE: ABBREVIATIONS: f IE- n'•aPXrt.Pvsrtv spE ffwq CLfnIICVI �• T°f•OFW�afivJl T� • 1rvOPOFprEYENI VOP•NOpWWwDP°/hP V4,Tp • pwETEP I II 1 \ (t10.00 I:'::':�:'::,::::: R1Om i i 6f of MEXT II. I ss�-ww \\\ \\\ L GENERAL NOTES: _ 1 I \ / .. :...... 20.Oa \ \ t;; .. .•""' tom\\♦ � gsPvlxeiimn // ------ 11�UT.PPTEPIT,Xh°avnr Pf°UNEO PoPCONRPUCTIW ffi Pwl �LLVgPXWWWTKCITv I LOT B: 1 10,943 SF (9,285SFNET) �' \•� -� I. 4t —""--.._. ,.1—.._._,.....---""—s'-.. o �� ?s• Ef.el _ _ o o, a o a p F owe Yz 0 NoNs, »n �.._ Ar �.__ _-.........._ .. ._... .__. . Z N t] w W U W \ Is P•u� s a1 •'_^x; Ior � 3 IF. t'IA� � :��.5' N R,7m_ .. fR4VATE.ACCES,9 R0}1De ' \Bn SROc\,•ROI �.Sow.� 1.' tSAr . 4.94 ■ Bf.BT RMW 1I 1a CFtloNf ° v - :' OMNNr/, CXfCWCav, xwo ..�'ur x'n. ,. ,•., APPROVAL FOR CONSTRBCTON CIWOFEDWNW UId3C1! \ 1 18�00' CO3 11 z Drainage Report Rev 1 Lindberg Short Plat —10723 235th PI W APPENDIX D Site Plans 20180815_10723 235th PI SW Edmonds_ Drainage Report Rev 1 2018 qj` .. ar sm D,L w .ro I � �-.-y� ''���--I mil—.•' �ySLO"��x .. gr •'/' �� . A QrH, � P°M ,eua w .,�ulx:u nmGiw owrt:xaw..a vx• n..rw sn+ __ . 6 eA,w usN aeD°P�'an i«xi°Ai T _ N4IE5: Puu amx rs., , Np,c BOA• x. (ww woi �.is z°iDx.°c..ro ,ar�w ens sn•-�, ,+c snnsss r«c ro, srzn .a..n ..rn m,m[ knr cw e[49a «'�` n an Srrnrtn. R (ncWnmrtv eRaA ,sf Ipr. N"MK[De rs�` a.V.f ,no Mnsv[ As Aax1.D e. Nnn/ciHm µ tlmEn a Ctaxn[o Rr ra [nv [rruxml. TEMPORARY SEDIMENT TRAP FOR CATCH BASINS TYPICAL TRENCH SECTION STANDARD FRAME INSTALLATION / ,v PERDR.DPEDx(Ds<A,®ARDDExA,ExERaDx c PERDR.nFED�nnDaa,."D.RDDxTAILaDu.DD cosvc PEnD,,.aED.,°"Daa,A"oa.DDET.ItaaD�za cas r��wr��t/x• � n,a sD[ ro NII° wc11"sn'OCUARwvc "�' 9 � e: . s¢e.nes rno.ben ,n• g e 89 a >timxxri Ski OGi NO MDx OP DWL DE9DN GDR "o¢t ro�iNfc�Fu`,C NOTic. Con LD'-,t K . i a0.xn wAo (,Wn nvv) Ri. .K5 ,xD lams, ,xxs. - PARKING LOT/AREA GRATE( H °""°DE.""aERRINGBONE) PEI—FEDMD"Dss<A"aa", cos 2 BUSINESS DAYS m 3 r N 5Z w�; Zao OWJ 2�ay p t; g C W ❑ N p W U �ow °za �x fn APPROVAL FOR CONST—ON - -- ,-i CITY OF E—NDS t NUIldh 0A C11 ,p r« Faux, DETAIL NOTES Q ao� +xnan avv�c sRa�rtsicm.m At xexsMr ,e e„vne w,Rrx a xvr ,exam an Nrt Di Ne w.,WAr RAxm Aw/a« >m Aam R,a Is wet nW. n r.0 ekAW rp e[aul¢D LDrm. NOTES, .y gn�in src m�iN'rrx.0� uP�WxrciaE MI ,m�.l eaiortsC �in.� cm wsPFmroN RFwIRFD oN Au FRosION coNTRDL NETNoos BEiDRE oMER WORK GN BEGN T INFILTRATION TRENCH #1 & 2 %E1 ca C«;Y�a,a., FFIN„NreR,.r ��• ��� (INFILTRATION TRENCH #] F a«Aa�A.M D INFILTRATION TRENCH #4 & 5 rG1 scAEE+• + CO M INFILTRATION TRENCH #6 rH� NOTES: scale I sons LAVErICEc cReA [RTom « o041LE -WASTE ft—EE-ILS SHALL I— E—AS I1RLTP--11M CO —LL' OONALENT NOR Swu wF TxB;,D a„Rm a wFA .xTANLL w,xlMa r ��=rxNN xwwPl4wi w� ,�0 A�nrH� / srm x Waoo • /s,m, rpsrs b ..��}riuRK nLFF f.: �Raa ommwc,oR/cw a n"''ila sn""`wn ,w"Roc�n u�c urslmx nomw �� LT' B5PEL110N RFg11PED CN m eR nacm RR.vFDr[ a m,mwKmx Aw ExI05MlN CONmDL NDx10D5 rtR+Rr Bfi9i£ OiNER kVRN CAN BEGIN FILTER FABRIC SILT FENCE �81 Pw wF TAxuvm xAN waoR Cp4 �� TK ALLFWxxCx caa¢,E f 'AW.m MHY ALL Kia .n'f s' m �.^.. lwAm sm smarm a-aem) ,• D T no spmE MIa(II) la• S / `x•. a. a'. Ox ITsnalle r[R ex m Ke.mu min x�f nu�m.naa@w'� wm(AI. n.x�oe�xxll. �J \� � R e«�aam wrBT maA.a.m a A b. nNtTns rxae:] pY.•T rD ME I S� I V a case TL¢RDx. •a luu-wcxvu rrt em un Iamx.Dn Air mxu w..K.a mse a c.rcx E.K,.N Fau. CATCH BASIN TYPE 1 / I iER elry DTeaxoxos sTAxDARD DETAa soxw CO QI Nuw,T,�rox a wuov k„k, nc rota-ar-«.r wu ee r.Ram n � aN. Q wsr a+a) MY WANMr Bux ra,r m aIItO M Rmm IviT IFsam} MAILBO%DETAIL �C1 0 BIx[NMO I= C Ig 1 i�°Nw,i �BFxai eTmia I« _ K NOr TO EKRED IOp kINxWT (Wrt w/C/•^ sax+al cosxn) FED wM c x4• AN%KKE CGvfF yi� I 10 MAIGY EMISTtNF ,BADE op II e' FLQF ' w+E AND +s• E,m ICT SM AIDE Y ER L CIEA_NOUI'DBiAL Ai AmNAL. 3URFA¢ � --� PRgxEgTll LSE L BULDM �s.WPxMIE CON[R C mSER� x CAPSIEETE pE SEwOt JOxN15 $aAL F£ TVPIGLL CLEANOUf CrsKE,ED 1111DEN ASPHALT SEWER CLEANOUT DETAILS !� °eFF°w.'msr"'n"NF°ET"a sa CO6�C07 A Wnuc.u.nnwnnr.,u meng9 hill Y t 2 x..w rn wr ra uamnue ro a uwo. . s W I W Q W � ggs si$ rag W.KWRaAa_.__ amz �a� _• RakE ,,... NxK.R D Rfl, ONvsD DTAxAARDOETAe. wFNINECTION C07 o Di Ia�Il:ce nn FwB us �l e.TI ems. 9 rlii 0+«) fxv sxne �) ss�Dry ..R °� wow" 9 :omrr nrnmE (ml � HHL11L1' e' nvWYLK I Rs,�✓r a ��' .ai m*1ID e' awmm wAmt BPACpIG�« YxaU Q - (m� aaE 3 SR MN. xo•-c• V, y g Z mg, o� o«E RLW as O a pi O w y�IDe INsruI.TKlrx 2 G = ZZa >Gi0 - ��nw ,tt11FG. Z0 W ywy O ,, mv.W xanLm a eAwxa NnKNKa. ¢ � w $ a CanmRs �- Nu s a AvcORaka «xm lu,rx e-ol�(,oLM na.E � � _ uNRLFcunpK:, eNx IMYK M I.vDRk 1Na. AmlmMa aI«NO wY � aLilsxp m eR[w,P SVerrL AcawIM�KMT .a« EtcttDwOy n aOxf�M.[Atx M�,ca u�T m�L nxE�iro ,�mmno IIIOVVV ST2 % WA^ LLE K 'w PER clry oo AK EREw � [ APPROVED FOR CONSTRUCT ION APPROVAL FOR CONSTRUCTION 1 OLYMPIC VIEW WATER k SEWER DISTRICT CITY OF EDMONO$ s C10 KNOTES: T KEY NO a 9 KEY NOTE: DETAIU j x N \ u .. .. _....._.._. -._.. '?`.' ....,1--,.-. _. . . \ SHEET `l. .._ •�. E f ; v . ------ { - 3CAlE IN FEET 3f ¢ __.L._._....�- -------------, 'LEGEND: ®=oOE1ERMINE nxN E Ij ` tl ! ___ _ __�_-. ! I IXJSTINOLOT �ITEUMPOnAM'9TMMOnAp IxIET gp3� r tL______vJ-I�w»! QO OORxERnoTXERs ® w xtsepMEMrTRAVFwLc.Tcx ,an9 1� II `` ~ t) O LOTOMLBeA TORE SEf m!pTECT.UpiRPOFOF�eeYie 1 ``�•� I` ! 1 I r T. j3 `,` `�\., ;1 1 _- i I ,!�roonasrR°IXuc"rnEMRgOAxcExFolLpxmrcTloXs - LK ;4 jF ti , it .. o .. i 4 vxo,ECT,Dx FExuNo `oOAV1R $ d a 15 _.•,_u«Ivs,DRwxDE O <ee rve ! LOT C: 10,111 SIF ! , I ! ( i I, GENERAL NOTES: 8da ?;fl ;I �___—___------ I LOT I o.EPARAE�DxDxrtRMR.AREREaRED EPRxRTDmAaxDAX DRNx I � RDEMDL:np.DF.,RDD,MRE. j� I ::�,REE.p»LL�aErM.�,DTxEmA.wM o °p` !I �i I a14,045SF j D. .EpxEDxFMDxEREDEE ...i i pe ■ I ! ■ _ .- r-------- , - ---- `t/�- � i iI Q Ex EE REMmco ;� � I ! ��—�_—• -"_-_..- T ! !I _ . ..rf/-- ( iI i �I i! j II Q E, � HRMOTxm, OTEOTED 28USINESSDAYS BEFORE YOU DIG �.xAOER I I% __ '� S Y% ^ L_ 1___: i • '. I O IX eEREMwEo »O`er n 1! I 1 ;1! i i s I I I O IX TO BEREMwED 00--A. ---------- II 11 I I ��� � •1• I i � `� ._-____..� / 1, L_ ____ O IX ToeE PEMwEOwxc E� - _ _ --L-= ' �V 1• 'I I 1 orEO.rox Sucx Asmlr �. .. ^ -- _ _._ _ I•- � ^ __-. i i jl 1 {� I ' F! ♦ II —_ , �MAMWEMENT wSTTwwArREB LOT B: 10,943 SF ' -r- J{I' �'• -I '.� wACC�OCONSTRUCTION SEQUENCE NOTES: it (92B5SFNET) r�L�, x ` ��..•_EpxE.rtEDD�RMr�MEN�+DxpR. -DL..xDT ..ER—R-.,.o>,o.E.r.,n..r«ID I, I It I ''I •I f I - _ '-' __-- �w a0 I , , I ms3 0" I ( - •_ T .. _0.. __ -.. tc '�' --_- .. -.j.' +.�i: �' _ _._ _ __ _' _ _ _ _ _ -,— -_ - x wx[xrvEcn noxi ry 0 w 0 c0i l� w ry E _ MvwTEn mAnaOEME w OK a H / ..... -... by ' I • xcx� O � J 2 g �_ _ _ _ ooEsarrew;RewwEDro xnropncE 3i t-•.+ \ PRNATE ACCE RL+93''_KS RUC 7 Ri'' \ •. _ 3,785 S _ E REVEEpTE • 1 `.. - _ .. '. L .._ /f � _—..: '..__ psNRExxt 0.v�EEM I` s� NEn�b,DtmNE�pEIt SxR - _.. -.._ .__ .__._. ... ... -. , R IO RLL EMFxT.. ay.1EO EB • �---0 � -) - t� I� R `� • . , PNOWMPOsrnMExDALLE.PO5EOWI- :5 1 -.,.• OREVEOETATaNOF ENwE ,. st e xaPOxARVER LAXp.fipAxOPERMAXENT VEOETATIOx. A rEM OOrOBIONG)MROLM 00x AXD l RA Bv' P. REaE •Mp/EB MFOx RNYBTABIIIL lxOrtcTM ONE<xEO ewle � •••• _ PTe Fry Pxorm P . �• o. m •.,per ' APPROVALFOR CONSTRUCTION O exe.E, xa :x a .xp rzc eu»,w •, -. CRV OF EOMONOS -..MRx C04 Drainage Report — Rev 1 Lindberg Short Plat —10723 2351h PI W August 2018 APPENDIX C Temporary Erosion and Sediment Control Plan 20180815_10723 235th PI SW Edmonds_ Drainage Report _Rev 1 Table 3.2.5 Maintenance of Control Structures and Catchbasins Maintenance Results Expected When Component Defect Condition When Maintenance is Needed Maintenance is Performed Catch Basin Cover Not in Cover is missing or only partially in place. Any Catch basin cover is closed. Cover Place open catch basin requires maintenance. Locking Mechanism cannot be opened by one maintenance Mechanism opens with proper tools. Mechanism person with proper tools. Bolts into frame have Not Working less than 1/2 inch of thread. Cover One maintenance person cannot remove lid after Cover can be removed by one Difficult to applying normal lifting pressure. maintenance person. Remove (Intent is keep cover from sealing off access to maintenance). Ladder Ladder Ladder is unsafe due to missing rungs, not Ladder meets design standards and Rungs securely attached to basin wall, misalignment, allows maintenance person safe Unsafe rust, cracks, or sharp edges. access. Metal Grates Grate Grate with opening wider than 7/8 inch. Grate opening meets design (If Applicable) opening Unsafe standards. Trash and Trash and debris that is blocking more than 20% Grate free of trash and debris. Debris of grate surface inletting capacity. [Damaged or Grate missing or broken member(s) of the grate. Grate is in place and meets design ssing. standards. Methods of Analysis This section presents the methods and equations for design of control structure restrictor devices. Included are details for the design of orifices, rectangular sharp -crested weirs, v-notch weirs, sutro weirs, and overflow risers. Orifices. Flow -through orifice plates in the standard tee section or turn -down elbow may be approximated by the general equation: Q = C A 2gh (equation 4) where Q = flow (cfs) C = coefficient of discharge (0.62 for plate orifice) A = area of orifice (ft) h = hydraulic head (ft) g = gravity (32.2 ft/sec2) Figure 3.2.12 illustrates this simplified application of the orifice equation. Volume III— Hydrologic Analysis and Flow Control BMPs —August 2012 3-57 Table 3.2.5 Maintenance of Control Structures and Catchbasins Maintenance Results Expected When Component Defect Condition When Maintenance is Needed Maintenance is Performed General Trash & Trash or debris which is located immediately in No Trash or debris located Debris front of the catch basin opening or is blocking immediately in front of catch basin or inletting capacity of the basin by more than 10%. on grate opening. Trash or debris (in the basin) that exceeds 60 No trash or debris in the catch basin. percent of the sump depth as measured from the bottom of basin to invert of the lowest pipe into or out of the basin, but in no case less than a minimum of six inches clearance from the debris surface to the invert of the lowest pipe. Trash or debris in any inlet or outlet pipe blocking Inlet and outlet pipes free of trash or more than 1/3 of its height. debris. Dead animals or vegetation that could generate No dead animals or vegetation odors that could cause complaints or dangerous present within the catch basin. gases (e.g., methane). Sediment Sediment (in the basin) that exceeds 60 percent of No sediment in the catch basin. the sump depth as measured from the bottom of basin to invert of the lowest pipe into or out of the basin, but in no case less than a minimum of 6 inches clearance from the sediment surface to the invert of the lowest pipe. Measured from the bottom of basin to invert of the lowest pipe into or out of the basin. Structure Top slab has holes larger than 2 square inches or Top slab is free of holes and cracks. Damage to cracks wider than 1/4 inch. Frame and/or Top Slab (Intent is to make sure no material is running into basin). Frame not sitting flush on top slab, i.e., Frame is sitting flush on the riser separation of more than 3/4 inch of the frame from rings or top slab and firmly attached. the top slab. Frame not securely attached Fractures or Maintenance person judges that structure is Basin replaced or repaired to design Cracksin unsound. standards. Basin Walls/ Grout fillet has separated or cracked wider than Pipe is regrouted and secure at basin Bottom 1/2 inch and longer than 1 foot at the joint of any wall. inlet/outlet pipe or any evidence of soil particles entering catch basin through cracks. Settlement/ If failure of basin has created a safety, function, or Basin replaced or repaired to design Misalignme design problem. standards. nt Vegetation Vegetation growing across and blocking more than No vegetation blocking opening to 10% of the basin opening. basin. Vegetation growing in inlet/outlet pipe joints that No vegetation or root growth present. is more than six inches tall and less than six inches apart. Contaminati See 'Detention Ponds". No pollution present. on and Pollution Volume III— Hydrologic Analysis and Flow Control BMPs —August 2012 3-56 Maintenance. Control structures and catch basins have a history of maintenance -related problems and it is imperative to establish a good maintenance program for them to function properly. Typical sediment builds up inside the structure, which blocks or restricts flow to the inlet. To prevent this problem routinely clean out these structures at least twice per year. Conduct regular inspections of control structures to detect the need for non -routine cleanout, especially if construction or land -disturbing activities occurr in the contributing drainage area. Instal a 15-foot wide access road to the control structure for inspection and maintenance. Table 3.2.5 provides maintenance recommendations for control structures and catch basins. Table 3.2.5 Maintenance of Control Structures and Catchbasins Maintenance Results Expected When Component Defect Condition When Maintenance is Needed Maintenance is Performed General Trash and Material exceeds 25% of sump depth or 1 foot Control structure orifice is not Debris below orifice plate. blocked. All trash and debris (Includes removed. Sediment) Structural Structure is not securely attached to manhole Structure securely attached to wall Damage wall. and outlet pipe. Structure is not in upright position (allow up to Structure in correct position. 10% from plumb). Connections to outlet pipe are not watertight and Connections to outlet pipe are water show signs of rust. tight; structure repaired or replaced and works as designed. Any holes --other than designed holes --in the Structure has no holes other than structure. designed holes. Cleanout Damaged or Cleanout gate is not watertight or is missing. Gate is watertight and works as Gate Missing designed. Gate cannot be moved up and down by one Gate moves up and down easily and is maintenance person. watertight. Chain/rod leading to gate is missing or damaged. Chain is in place and works as designed. Gate is rusted over 50% of its surface area. Gate is repaired or replaced to meet design standards. Orifice Plate Damaged or Control device is not working properly due to Plate is in place and works as Missing missing, out of place, or bent orifice plate. designed. Obstructions Any trash, debris, sediment, or vegetation Plate is free of all obstructions and blocking the plate. works as designed. Overflow Obstructions Any trash or debris blocking (or having the Pipe is free of all obstructions and Pipe potential of blocking) the overflow pipe. works as designed. Manhole See Table See Table 3..4 See Table 3.4 3.4 CATCH BASINS Volume III— Hydrologic Analysis and Flow Control BMPs —August 2012 3-55 i W WHM model. Any stormwater that does not infiltrate will disperse out of the top of the trench through l 0-20' of vegetation (grass). The six infiltration trenches and nine associated catch basins are the means for controlling stormwater runoff from Lot B, Lot C, and the private access road. In order to control stormwater runoff, proper maintenance and cleaning of debris and sediments from stormwater collection is required per the operation and maintenance recommendations found in Volume 5 Section 4.6 of the Stormwater Manual in addition to the BMPs in Volume IV Section 2.2. See the attached sheets for operation and maintenance requirements pertaining to the project. Contact Information for Stormwater Facility Manufacturers and Installers: Contractor (Installer of On -Site Stormwater Facilities) Shaun Leiser SCL Enterprises L.L.0 Phone — 206.229.6038 shaunna sclenterorise s.net Civil Engineer (Designer of On -Site Stormwater Facilities) Tim Gabelein, PE Davido Consulting Group, Inc 15029 Bothell Way NE Lake Forest Park, WA 98155 Phone — 206.523.0024 tim e,dcgen rg com Attachments • Operation and Maintenance Manual for Control Structures and Catch Basins Lindberg Short Plat Operation and Maintenance Manual Person or Organization Responsible for Maintenance of the On -Site Storm System: Randy Lindburg, Owner 10723 235" PI W Edmonds, WA 98020 The Location Where the Operation and Maintenance Manual is to be Kept: 10723 235t" P1 W Shoreline, WA 98133 *Note: The manual and maintenance activity log must be made available to the City of Edmonds for inspection purposes. Description of On -Site Storm System The on -site storm system for Lindberg Short Plat consists of stormwater Best Management Practices (BMPs) including six infiltration trenches. Stormwater runoff from the asphalt private access road will be collected in three catch basins with each catch basin routing collected stormwater to an associated infiltration trench located beneath the pavement. All three infiltration trenches have been sized to infiltrate 100% of the stormwater generated from the private access road according to the continuous stormwater modeling program W WHM2012. In the rare event of an overflow from the infiltration trenches, a piped system will route overflow to another infiltration trench located along the west side of Lot B. The infiltration trench associated with Lot B was sized to infiltrate 100% of the stormwater runoff from an impervious area equal to 70% of the total lot area. A 65'L x 18' W x 4'D infiltration trench is sufficient to infiltrate 100% of the stormwater runoff from an impervious area equal to 70% of the total lot area according to the WWHM model. Likewise, the infiltration trench associated with Lot C was sized to infiltrate 100% of the stormwater runoff from an impervious area equal to 70% of the lot area. A 69'L x 18' W x 4'D infiltration trench is sufficient to infiltrate 100% of the stormwater runoff from an impervious area equal to 70% of the total lot area according to the WWHM model. Lastly, a 48.3'L x 4'W x 4'D infiltration trench will be installed along the west edge of the existing driveway/parking area associated with Lot A. The trench will be flush with the grade of the pavement so that stormwater can flow directly into it. This trench is sized to infiltrate 98.31 % of the stormwater runoff form the tributary area according to the 20180815_10723 235th P1 SW Edmonds Drainage Report_Rev 1 3.2 Calculate the infiltration rate for each 15-minute interval (change in depth at each interval x 4) and record the results in the table below. Time of Measure 0 5-min. interval * Depth to Water Level inches Infiltration Rate in/hr) : „1 __.. 16: 0 O t6: S 23- .0 4. Check for high g roundwaterhm mediate groundwater mounding: 4.1 Within 24 hours after the falling head period, excavate the botto the pit. 4.2 Is standing water or seepage visible in excavated hole? (Yes No} 4.3 If yes", record depth : ft. 5. Data Analysis / "Measured Infiltration Rate" Selection (use the falling head data to confirm the measured infiltration rate calculated from the steady-state data): 5.1 Steady-state measured infiltration rate: Provide the lowest infiltration rate from steady- state table above. Z • 4 8 in/hr. 5.2 Select "Measured Infiltration Rate": Z. C in/hr 5.3 If the lowest measured infiltration rate is less than the minimum rate associated with an infiltration BMP, that BMP cannot be used. 5.4 If the measured infiltration rate is less than all minimum infiltration rates for infiltration BMPs, no further investigation is required. 6. Calculate "Design Infiltration Rate": The design infiltration rate shall be calculated by applying the appropriate correction factor to the above measured infiltration rate. 6.1 Select a correction factor. Site variability and number of locations tested, CF„ = d 6s Uncertainty of test method, CFt = 0.5 Degree of influent control to prevent siltation and bio-buildup, CFm = 0,9 Total correction factor = CFv x CFt x CFm = 0 .Z-9 6.2 Calculate the Design Infiltration Rate below: Design infiltration Rate = D, 29 x Z.%o �•t� in/hr Infiltration Test performed by: Print Name Signature Date27 17 Company L-i u I g. C . INFILTRATION TEST CHECKLIST L&A Project No.: 13- Do Project Name: L ll h Vra '5 614 P)ek+ Project Address: 101 t S - zSS Placca, w , eel hi onc)s , I Test No.: :fT- 2_ Test Pit Bottom Dimensions ?j S X 5; !'j 1 De th mil. Sg Bottom Area (s.f.) j S. � Soil Condition lam"% Lo'no 9A p, I TEST PROCEDURE: Pre-soak Period: Add water to maintain water level at least 12 inches above the bottom of test pits for at least 6 hours. Record the time and depth of water hourly in the table below. Time of Measurement hh:mm * Depth to Water Level inches - o _ 3. to: —tz �±c * Meas6red from a steel rod placed across the top of the test pit. 2. Steady-state Period: The steady-state data is used to establish the measured infiltration rate. 2.1 Add water to the test pit at rate that will maintain a depth of at least 12 inches above bottom of the test pit for 1 full hour. During this hour, record the time, depth of water, cumulative volume, and instantaneous flow rate very 15-minute in table below. 2.2 Calculate the infiltration rate for each 15-minute interval. First convert the flow rate to in3/hr and the test pit bottom area into in2. Divide the flow rate by the bottom area and record the result in the table below. Time of Measurement (hh:mm) ' Depth to Water Level (inches) Cumulative Volume (gallons) Flow Rate m Infiltration Rate in/hr • 4b Z -I - - - I 0 22- �2. .� D• p ,y Z2- O " 3 3 211-3 0, Z• 'S O422. 1 gallon = 231 in3. 3. Falling Head Period: The falling head data is used to confirm the measured infiltration rate calculated from the steady-state data. 3.1 At the end of the steady-state period, turn off the water and immediately record the time and depth of water in the table below. Record the time and depth of water every 15-minute for a minimum of 1 hour, or until the pit is empty. 3.2 Calculate the infiltration rate for each 15-minute interval (change in depth at each interval x 4) and record the results in the table below. Time of Measure (15-min. interval * Depth to Water Level inches) Infiltration Rate (in/hr) _ Itz. .. o .. 1 8 - M4.2• f = -53 z Z. -- MR,2 2.- o 4. Check for high groundwater/immediate groundwater mounding: 4.1 Within 24 hours after the falling head period, excavate the bottom the pit. 4.2 Is standing water or seepage visible in excavated hole? (Yes / o) 4.3 If yes", record depth : ft. 5. Data Analysis / "Measured Infiltration Rate" Selection (use the falling head data to confirm the measured infiltration rate calculated from the steady-state data): 5.1 Steady-state measured infiltration rate: Provide the lowest infiltration rate from steady- state table above: 2-'7"7 in/hr. 5.2 Select "Measured Infiltration Rate": 2 + o in/hr 5.3 If the lowest measured infiltration rate is less than the minimum rate associated with an infiltration BMP, that BMP cannot be used. 5.4 if the measured infiltration rate is less than all minimum infiltration rates for infiltration BMPs, no further investigation is required. 6. Calculate "Design Infiltration Rate The design infiltration rate shall be calculated by applying the appropriate correction factor to the above measured infiltration rate. 6.1 Select a correction factor. Site variability and number of locations tested, CF, = b+ Uncertainty of test method, CFt = O� _< Degree of influent control to prevent siltation and bio-buildup, CFm = O+q Total correction factor = CFv x CFt x CFm = 0 -42cf 6.2 Calculate the Design Infiltration Rate below: Design Infiltration Rate = D,Z-q)c 2. o = D - in/hr Infiltration Test performed by: Print Name �. L I-0 Signature Date Z7 17 Company L—! U i�SsoCi a, 114 C . INFILTRATION TEST CHECKLIST j L&A Project No.: �j - 001 J Project Name: LJ hd 6U rg c2tw& P` e-d- Project Address: 107 (y • 23s i�1 Pl�a�. t�J� �d o ` f Test No.: '(- Test Pit Bottom Dimensions 3 • �� X Z Depth • 42. Bottom Area (s.f.) ($, # Soil Condition !�.'�'. ��pWhr S SAt , 4YAee a aved TEST PROCEDURE: 1. Pre-soak Period: Add water to maintain water level at least 12 inches above the bottom of test pits for at least 6 hours. Record the time and depth of water hourly in the table below. Time of Measurement hh:mm * Depth to Water Level (inches) 2. C J j j +� • n Z: 3S (3; 3 -r * Measured from a steel rod placed across the top of the test pit. 2. Steady-state Period: The steady-state data is used to establish the measured infiltration rate. 2.1 Add water to the test pit at rate that will maintain a depth of at least 12 inches above bottom of the test pit for 1 full hour. During this hour, record the time, depth of water, cumulative volume, and instantaneous flow rate very 15-minute in table below. 2.2 Calculate the infiltration rate for each 15-minute interval. First convert the flow rate to in3/hr and the test pit bottom area into in2. Divide the flow rate by the bottom area and record the result in the table below. Time of Measurement hh:mm) * Depth to Water Level inc es Cumulative Volume (gallons) Flow Rate m Infiltration Rate in/hr 6.a o,S z . Z3. 0.53 Z 2- t . Z o, 2 Z. 77-7 1 gallon = 231 in3. 3. Falling Head Period: The falling head data is used to confirm the measured infiltration rate calculated from the steady-state data. 3.1 At the end of the steady-state period, turn off the water and immediately record the time and depth of water in the table below. Record the time and depth of water every 15-minute for a minimum of 1 hour, or until the pit is empty. APPENDIX INFILTRATION TESTS (SMALL PILOT TESTS) LINDBURG SHORT PLAT 10715 - MTH PLACE WEST EDMONDS, WASHINGTON JOB NO. 13-004 LIU & ASSOCIATES, INC. N 130.72' I 90.72' i FY U i 23' > a IS. RY I r-'r- 7.5'� cy a° ( L r ^, sY ( I i I 1 LOT C 1 i i71 td+CRETE ( ! t DRIVEWAY 1 h 1 ARACE h 1 9,ISP, SF I TO BE R£MOviO j` 1 ( A e 1 I I i 1 I 7 N8927'52'W 131.08, 91 neuSE No. 10715 i T-STORY I fj9 - I SINGLE FAMILT RESR)ENCE 1 2S. � 25 I __s, ----' .._...s I 1Ra 1le, i0777 `I� 1 q 1 I � tst-STORY i I 4NCLE FAMILY RE9DENOE ',� I `I yt N I W r 2 SP575 (70-78) j a ! LOT A I s i I LOT 8 116965Foi.._._1--,-.-._ 15'RY �� � '' � �• of 2 14,0+5 SF � -.-..-._.-.-.J i II � � m 647i I s ?r h �9'? F UTun .ne oLoa ww F �3i?s L.1 •__•.. TV �sA n ii +\\ 9tl N892 2"W - S69'20'07"W 99.82' i is � q�� °dp _- sa ss k ss sa ss n-.' n ss ------------------------ w e>,7stNc e• •,tu .+w (+mm 'i-'++�-p PARCEL C - PR/VA lE ROAD 11 __--73.00' _ b i� LOT 4 SP576 7 I`D Z s NIO t WEST 1/A CORNER SECTION 36-21-3 20.00' �z . -_ . __--_ .._ _.. 235th PLACE SW N (ROBBERS ROOST RD) 1 LEGAL DESCRIPTION LOTS i AND 2, SNORT PLAT SP576 (I August 25, 2017 Infiltration Tests — Lazar Townhomes L&A Job No. 17-086 Page 6 Yours very truly, LILJ & ASSOCIATES, INC.. t J. S. (Julian.) Liu Ph.D., P.E. Principal One plate and Appendix attached LIU & ASSOCIATES, INC. August 25, 2017 Infiltration Tests — Lazar Townhomes L&A Job No. 17-086 Page 5 construed as a warranty of the subsurface conditions. The scope of this report does not include services related to construction safety precautions and our recommendations are not intended to direct the contractor's methods, techniques, sequences or procedures, except as specifically described in this report for design considerations. Our recommendations and conclusions are based on subsurface conditions encountered in test pits excavated on the site and in infiltration test pits, our engineering analyses, and our experience and engineering judgment. The conclusions and recommendations are professional opinions derived in a manner consistent with the level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area. No warranty, expressed or implied, is made. The actual subsurface conditions encountered during construction may vary from those encountered in the test pits. The nature and extent of such variations may not become evident until construction starts. If variations occur then, we should be retained to re- evaluate the recommendations of this report, and to verify or modify them in writing prior to proceeding further with the construction work. CLOSURE We are pleased to be of service to you on this project. Please feel free to contact us if you have questions regarding this report or need further consultation. LIU & ASSOCIATES, INC. August 25, 2017 Infiltration Tests — Lazar Townhomes. L&A Job No. 17-086 Page 4 geotechnical engineer. The stability of the trench cut bank should also be verified by a geotechnical engineer during excavation. The infiltration trenches should be at least 24 inches wide. The side walls of the trenches should be lined with a layer of non -woven filter fabric (MIRAFI 140NS). The trenches should then be filled with clean, 3/4 to 1-1/2 inch, washed gravel to within about 12 inches of the finish grade. The dispersion pipes should be constructed of 4-inch rigid perforated PVC pipes and laid level in the gravel -filled trenches at about 16 to 24 inches below top of trenches. The top of the gravel fill should also be covered with the filter fabric liner. The remaining trenches should then be backfilled with compacted onsite clean soils. The gravel fill should be placed in lifts no more than 10 inches thick in loose state, with each lift compacted to a non yielding state with a vibratory mechanical compactor. The compaction and densification of trench fill is critical if it is to support roadways, driveways, or parking areas. Stormwater captured over paved roadways, driveways, and parking areas should be routed into a catch basin equipped with an oil - water separator before being released into the infiltration trenches. LIMITATIONS This report has been prepared for the specific application to the subject project for the exclusive use by Mr. Randy Lindburg, and his associates, representatives, consultants and contractors. We recommend that this report, in its entirety, be included in the project contract documents for the information of the prospective contractors for their estimating and bidding purposes and for compliance to the recommendations in this report during construction. The conclusions and interpretations in this report, however, should not be LIU & ASSOCIATES, INC. August 25, 2017. Infiltration Tests — Lazar Townhomes L&A Job No. 17-086 Page 3 kept at about 20 inches. A steel bar was placed across the top of the test pits and water levels from the steel bar were measured during the tests. The results of the two infiltration tests were presented in the Infiltration Test Checklists presented under the APPENDIX attached to this report. The initial infiltration rates of the infiltration tests, Knt initiai, are to be corrected according to the following equation to get the design infiltration rates, Ksat. Ksat = CFT x Ksat initiai , where CFT = CF, x CFt x CF.. where, CF , = factor of variability and number of locations tested, = 0.33 to 1.0 CFt = factor of uncertainty of test method, = 0.5 for small scale test, and CF. = 0.9. Use a middle value 0.65 for CR, thus, CFT = (0.65) (0.5) (0.9) = 0.29. The design Ksat values, shown in attached APPENDIX, were thus determined to be 0.58 iph (inch per hour) for both Tests IT -I and IT-2. We recommend that an infiltration rate of 0.5 iph in the infiltration trenches installed in bluish -gray, silty fine sand with some gravel be used for their design. Infiltration Trench Construction The infiltration trenches should be set back at least 5 feet from property lines and 10 feet from nearby building footing foundations or utility trenches. Also, the bottom of infiltration trenches should be lower than the adjacent footing foundations and utility trenches. The soil unit at bottom of infiltration trenches should be verified by a LIU & ASSOCIATES, INC. August 25, 2017 Infiltration Tests -- Lazar Townhomes L&A Job No. 17-086 Page 2 soil, condition of the site generally consisted of a glacial till deposit of very -dense gravelly silty fine sand at about 3.5 to 4.0 feet below existing ground surface, overlain by weathered soils of medium -dense silty fine sand with trace gravel. IN -SITU INFILTRATION TESTS In -situ Infiltration Test Pits The locations of the infiltration tests, IT -I and IT-2, are shown on Plate 1 attached hereto. The bottom of the infiltration test pits was excavated to about 3.0 to 3.5 feet deep into a light -brown silty fine sand stratum. Dimensions of the infiltration test pits and the soil condition at bottom of the pits are presented in the table below: TEST PIT SIZE AND SOIL CONDITION Test No. Pit Size Description of Soil at Bottom of Test Pit IT-1 3.67' x 4.92' Light -brown, silty fine SAND, X 3.42' deep trace gravel IT-2 3.58' x 5.1 T Light -brown, silty fine SAND, x 3.58' deep some gravel Infiltration Test Procedure and Test Results The in -situ infiltration tests were conducted in accordance with the Small Pilot Test procedure outlined in City of Edmonds 2015 Stormwater Code. The infiltration test pits were first filled with water to about 20 to 24 inches deep for several hours to soak the soils beneath the pits. Clear tap water was used in the tests. The infiltration tests were then conducted in the pits according to required test procedure, with the depth of water LIU & ASSOCIATES, INC. � J J LIU & ASSOCIATES, INC. Geotechnical Engineering Engineering Geology Earth Science Mr. Randy Lindburg 10715 - 235' Place SW Woodway, WA 98 Dear Mr. Lindburg: Subject: Infiltration Tests Lindburg Short Plat 10715 - 2351h Place SW Woodway, Washington L&A Job No. 17-086 August 25, 2017 INTRODUCTION We previously completed a geotechnical investigation fort the subject project, with our findings of the project site conditions and our geotechnical recommendations presented in a report titled "Geotechnical Engineering Study, Lindburg Short Plat, 10715 - 235' Place SW, Woodway, Washington," dated February 11, 2013. We understand onsite disposal of stormwater by infiltration is being considered for this project. At your request, we have conducted two in -situ infiltration tests, in accordance with City of Edmonds' latest Stormwater Code, to determine infiltration rate of the soils underlying the project site. Presented in this report are results of the infiltration tests and our recommendations for design of onsite infiltration facilities. SITE CONDITIONS The surface, subsurface, and geologic conditions of the project site had been investigate4d and explored previously, and were presented in our 2/11/2013 report. The 19213 Kenlake Place NE • Kenmore, Washington 98028 Phone (425) 483-9134 - Fax (425) 486-2746 �4 17 1L d � 1 I, 'o 1�1 y1 r_ lilt.. ID �a RAIN GARDEN TYPICAL SECTION LILT & ASSOCIATES. INC. LINDBURG SHORT PLAT 10715 - 235TH PLACE WEST Ge :technical Engineerng - Engiwtring Geology • Earth Science EDM©NDS, W'ASHINGTON JOB NO. 13-004 DATE 2312013 FLATS. 0 TEST PiT NO. 1 Logged By JSL Date: 111612013 Ground €l. t Depth USCS - Sampie W Other ft. CLASS. Soil Description No % Test _ OL Dark-br von, loose, organic, silty fine SAND, moist i SM �jOP501L/FILLI_------ _—_ _ _ --• Light -brown, medium -dense, slightly silly. fine SAND, trace to moist�FlLt)-------------------- _ flL _Oafk-brown, loose, organic, silty fine SAND, moist 3 SM— relic TOPSOIL}--------------------i ------ Light-.brown, medium -dense, slightly silty, fine SAND, trace .to asome _gravel, —moist_____!__________ ______ ISM^ Light -gray, very -dense, gravelly, silty, fine SAND, weakly g cemented, moist (fresh VASHON TILL) s 7 s g Test pit terminated at 8.0 % groundwater not encountered. 10 - TEST PIT NO. 2 c nnnerl Rv _ RI Date: 1/16/2013 Ground El i Depth tt. vv USCS CLASS, Soil Description Sample No. W y/o Other Test OL Darks -brown, loose, organic, silty fine SAND, with pieces of bricks — --on surface, moist (TOPSOit SM Brown. medium -dense, silty fine SP.ND, trace gravel, moist 2 3 -- ----- ---- — — — — — — — — 5M Light -gray, very -dense, gravelly, silty, fine SAND, occasional 6 cobble, weakly -cemented, moist (fresh VASHON TILL) 5 5 7 8 8 � Test pit terminated at 8.0 ft; groundwater not encountered. 10 LIU & ASSOCIATES, INC. C-eotechnical Engineering Eng veering Geology • Earth Science TEST PIT LOGS LINDBURG SHORT PLAT 10715 - 235TH PLACE SW EDMONDS, WASHINGTON JOB NO 13-004 DATE 2)312013 1 Pt r+TF- 4 I UNIFIED SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP SYMBOL GROUP NAME COARSE- GRAINED SOILS MORE THAN 509E RE T AINED ON THE 140 200 SIEVE GRAVEL MORE THAN Sn OF COARSEFRA.CT'ON RETAINED ON NO 4 SIEVE CLEAN GRAVEL GW WELL -GRADED GRAVEL. FINE TO COARSE GRAVEL GP POORLY -GRADED GRAVEL GRAVEL WITH FINES GM &-TYGRAVEL GC CLAYEY GRAVEL. SAND MORE THAN 5036 OF COARSE FRACTION PASSING NO 4 SIEVE CLEAN SAND SW WELL-GRAD€0 SAND, FINE TO COARSE SAND SP POORLY -GRADED SAND SAND WITH FINES SM SILTY SAND SC CLAYEY SAND FINE- GRAINED SOILS MORE T14AN5D36 PASSING ON THE NO 2W SIEVE SILT AND CLAY LIQl.t0 UM.l LESS THAN 50% INORGANIC ML &.T CL CLAY ORGANIC OL ORGAN'-,C SILT, ORGANIC CLAY SILTY AND CLAY LIQJ1 D UM T 5D% OR MORE INORGANIC MH SILT OF HIGH PLASTICITY, ELASTIC SILT CH CLAY OF KGH PLASTICITY. FAT CLAY ORGANIC OH ORGANIC SILT, ORGANIC SILT HIGHLY ORGANIC SOILS PT PEAT AND OTHER H,GHLY ORGANIC SOILS NOTES- 1 FIELD CLASSIFICA7rON IS BASED ON VISUAL EXAMINATION OF SOIL IN GENERAL. ACCORDANCE 0TH ASTM 02488-83, 2_ SOIL CLASSIFICATION US3NG LABORATORY TESTS IS BASED ON ASTM D2487-83- 3 DESCRIPTIONS OF S06L DENSITY OR CONSISTENCY ARE BASED ON INTERPRETATION OF BLOW -COUNT DATA. VISUAL APPEARANCE OF SOILS, AND'OR TEST DATA LIU & ASSOCIATES, ]INC. Geotechnul Engineering • Engineerng Geobgy Ea,,th Science SOIL MOISTURE MODIFIERS: DRY - ABSENCE OF MCESTURE, DUSTY DRY TO THETOUCH SLIGHTLY MOIST - TRACE MOISTURE, NO7 DUSTY MOIST - DAMP, BUT NO VISIBLE WATER VERY MOIST - VERY DAMP MOISTURE FELT TO THE TOUCH WET - VISIBLE FREE WATER OR SATURATED USUALLY SOIL IS OBTAINED FROM SELOW WATER TABLE UNIFIED SOIL CLASSIFICATION SYSTEM PLATE 3 tlY --I m rn c, r-- cnE5X of )> -0 V/ V L Gam} T p Z U) 5 z z P- ` � LOT c i ! ,I 1 110 IC C M.390 a% xn dE I I ! t t L- ._------- i --- - --}- � w -""'_ 6 }� ( 2Yfr ( ( CPr 1 spsn�4rto-7d) ;�!,1% '1 I Z +j�jsi i i r6T�� v&-cr 1 WI 1 I 11 I!! it a3 n ' ' ' .. t � LOT B y �, 1 TP_2 ...__ • • - ion.:+ i ..rc:.u, rr+:r.+: ~� i Or 4 SNJA 1 i:('ANJ{i iE I QS'A'N5f I C � i S I � I I I 1 rr al Z-s7 CIII'ra7'15 t I CAlILr PESLfx4R 1 1 y I t I I �I27.7 I ( LOr 7 V57d 00-79) i LOT A I yu b l a I.,n.s sr I u `TP 3 kl'ri'3i'67"Ir t t,!'`-_' PAHGII.VC -• PRlNAT J70At) mw C I Ak a :4 w la Tan JGRLIAb: 5I 5m RIC. Ao. A1171b?P7 i.�1ry'3 to W-,At '3i f01mG INCH PPES AS PO'R'il rA[ PAMM NOWKP AVC42"ll5 jr"w FS-6 735th PLACE 5W (RWOE RS ROOST RD) .r�u oesaePra+ Ji"S 1 AM n SNGRx KAI IOA-MJ— If TO 11 Iml � 4 0 t O M o r— o , AO OD< ow � ut �n Z AV v >D 2 = y m Cn � a:c� n3 � W 0 M NQ D I ►. ti�'u or _ a i� ly 41N "Y 16TH 1 W ,� AV 15Th YL Y P fro 11' 114; `2_ AV w W00 --- o n Q 11TH R� `ski ,^, 'ITI1z;F1 rl w r/ a ._ "20TH E AY )t hI $A TIZR � H � ^' 22Guu r 9 Illy" PL W tl 74 I 7TI 4 le le AV �Im AV t 9110TH PL b rl ! AV row 15TN AV NW 107TH pew w "' N iN Ito?it+ PL g �� 3 t r ?fit' w E ,tv aL V ! Y gy v� 70GiH AV w tc5TN w? AwlAiw `Q � i 1047H A 011T t- ~ PAV - cec M x tc2" r N �h hj 02ND PL t� 0� R AV NW n ADT I AV h1! OL" t�, I ` BT Q � {TH AV V �bi 9 Hw NOW :V c n Id 11! ,� p f11 m = 99TH �v w AV PL NU ZI AV - '' 97TNAV =' V NW v 3R0 qy x , �� yz � - - y_ % H AV w 7N0 Ay it ,f,N f ►! p,4 N N-' TH al u 95TH PL u $ r [y 1Sr AV ; 9nn, K � ?iZI n-v u 1 (., "' A'/ A t/+ i �y3 S 93RD PL w `=� �, ,-•. • �� ® p T N BRFf AV N m wv v C D 3E�old 91,40 a,AY Y a -^ 91ST AV PAYTDV d M .. T •q,��Ei N» : 1 i w 991 t rL v< dp f ���PL Y ~, AY ry�`"� i(b ► 1 f_91N h N _ N .*Am : x YSW I�, t R v�f p o W Ap N Z �O Yr,m 14p "" tOJ BTiH PL p '� H1 : L m AY 4 w �.+ Imo- ►u v x "1 Nq y BG.'11 B!.7N y 1 w AT u N A : y + ��e�it AV r AY N K 5n1 tlUq AY N 84TH ` - - — 1h�a? _ • t9 (N TRUNK AY N MIDYA AY ' zI^t+ i Februar- y I 1, 2013 Lindburg Short Plat L&A Job No. 13-004 Page 18 recommendations of this reporL and to verif} or modify tliem in Nwiting prior to proceeding further with the construction of the proposed development, CLOSURE We are pleased to be of service to you on this project. Please feel free to contact us if you have any questions regarding this report or need further consultation. Six plates attached Yours very truly, MJ &" SSOMIT:4S, INC, J. S J S. {Julian) IuliV. S' an) Liu. Ph.D., P.E. Consulting Geotechnical Engineer LILT & ASSOCIATES, INC. l-ebruary 11. 2013 Lindburg Short Plat L&A Job No. 13-004 Page 17 LIMITATIONS This report has been prepared for the specific application to this project for the exclusive use by SCL Enterprises LLC and its client, associates, representatives, consultants and contractors, We recommend that this report. in its entirety, be included in the project contract documents for the information of the prospective contractors for their estimating and bidding purposes and for compliance with the recommendations in this report during construction. The conclusions and interpretations in this report. however, should not be construed as a N arranty of the subsurface conditions. The scope of this study does not include services related to construction safety precautions and our recotvmcndations are not intended to direct the c:ontractoes methods, techniques, sequences or procedures, except as specifically described in this report for design considerations. All geotechnical construction work should be monitored by a geotcehnical engineer during construction. Our recommendations and conclusions are based on the geologic and soil conditions encountered in the test pits, and our experience and engineering judgment. The conclusions and recommendations are professional opinions derived in a manner consistent with the level of care and shill ordinarily exercised by other members of the profession currently practicing, under similar conditions in this area. No warranty. expressed or implied, is made. The actual subsurface conditions of the site may wary from those encountered by the test pits. The nature and extent of such variations may not become evident until construction starts. I1' variations appear them we should be retained to re-evaluate the LIU & ASSOCIATES.) INC. c 1~ ebruati, 1 l . ? 01 3 Lindburg Short flat L&A Job No. 13-004 Page 1.6 Surface Drainage Water should not be alloNved to stand in any areas where lbotings. on -grade -stabs. or pavement is to be constructed. Finish ground surfaces should be graded to direct surface runoff away from the proposed residences. We recommend the finished ground be sloped at a gradient of 3 percent minimum for a. distance of at least .10 feet away from the buildings, except in the areas to be pawed. Cieanouts Sufficient. dumber of cleanouts at strategic locations should be provided for underground drain lines. The underground drain lines should be cleaned and maintained periodically to prevent clogging. DISK EVALUATION STATEMENT The subject site is underlain at shallow depth by cry -dense till deposits. These basal souls are of high :shear strength and the site should be quite stable. Proper and adequate erosion mitigation and surface and groundwater drainage control are key to maintain site stability during and after completion of construction. It is our opinion that if the recommendations in this report are fully implemented and observed during construction and folio -wing the completion of construction, the areas disturbed by construction will be stabilized and will remain stable. and „ill not increase the potential for soil movement. in our opinion. the risk for damages to the proposed development and from the development to adjacent properties fiorn soil instability should be minimal. L IU & ASSOCIATES, INC. February 11, 2013 Lindburg Short Plat L&A Job No. 13-004 Page 15 thick. The amended soil should have 30 to 35 percent of compost tilled into the rain garden embankment soil to achieve an organic c content of'10% by dry -weight. Plants of rain gardens should be tolerant of po-nding water and saturated soil conditions in the wrinter months and drought in the summer months. In general.. The predominant plants should be of facultative species adapted to stresses associated with -NA.-et and dr-v conditions. Typically the rain garden plants may comprise of red twig dogwood. rushes. sedges, sa-Imonberry and twinberry and ornamentals such as royal ferns, big -leaved ligularias or various primroses. DRAINAGE CONTROL Building Footing Drains A subdrain system should be installed, around the perimeter footings of each new residence. The subdrains should consist of a 4-inch-niftlinitu-n-diarneter, perforated, rigid. - drain pipes. laid a few inches below bottom of the perimeter o the _gsf footings e buildings. The trenches and the drain lines should have a sufficient gradient (0.5% minimum) to generate flow by gravity. The drain lines should be 4NTapped in non -woven filter fabric socks and completely enclosed in clean N-N,ashcd gravel. T hw. remaining trenches may be backfilled with clean onsite soils. Water collected by the perimeter footing subdrain systems should be tightlined. separately from the roof and surface stormwater drain lines, to discharge into a storm sewer or a suitable stormwater disposal facility, such as rain gardens. LILT & ASSOCIATES, INC. February 11, 2013 Lindburg. Short Plat L&A Job No. 13-004 Page 14 Rain Gardens Water stored in rain gardens is mostly evaporated into The ambient and absorbed by the root systems of vegetation planted in rain gardens, with only a small fraction infiltrating into the ground. It is our recommendation that rain gardens may be sized based on a pseudo infiltration rate of 0.5 iph. A typical section of rain goardens, is shown on Plate 6. The rain gardens should be approximately 3 to 4 feet deep. The bank slopes of rain gardens should be no steeper than 2.5H: IV for cut banks and no steeper than 311: IV for fill embankments. Surficial relic topsoil and/or fill within flootprint of pond fill embankments should be stripped down to the underlying, native. very -dense till deposit. The exposed soil should be compacted to a non -yielding state with a vibratory mechanical compactor. The bottom of fill embankments of rain garden should be keyed at least 12 inches into the till soil. Fill embankments should be constructed with soil containing at least 35% of fine -strained material (silt and clay combined), no more than 25% passing the No. 20 Sieve, and with particle size no large r than 1/2 inch. Fill embankments should be constructed in lifts no more than 10 inches thick in loose state, A.'ith each lift compacted with a non -yielding state with an elephant -foot or sheep -foot mechanical compactor. Soil to be used for fill embankment construction should have a moisture content within 0.5% of its optimum moisture content. Optimum moisture content is the moisture content of soil that enable the soil to be compacted to the maximum dry density for a given compaction effort. The pond. of the rain garden should be lined with a layer of amended soil at least 18 inches LIU & ASSOCIATES, INC., Februan, 11. 2013 Lindburg Short Plat I.&A Job No, 13-004 Page I3 DRIVEWAY PAVEMENT Performance of dripewa-' pavement is critically related to the conditions of the underlying subgrade soils. We recommend that the subgradc sail under the drive«Tay be treated and prepared as described in the SITE PREPARATION AND GENERAT. EARTHWORK section of this report. Prior to placing base material, the subgrade soil should be compacted to a non -yielding state with a mechanical compactor and proof -rolled with a piece of heavy construction equipment. such as a fully -loaded dump truck. Any areas Ntiith excessive flexing or pumping should be over-exeavated and re -compacted or replaced with a structural fill or crushed sock placed and compacted in accordance Nvith the recommendations provided in the STRUCTURAL HILL section of this report. We recommend that a minimum 4-inch-thick laver of compacted, 3/4-inch crushed rock base (C'RB) be used for the drit ew y. The crushed rack base should be topped with a fl- inch concrete pavement reinforced with a lager of welded wirc fabric at mid -depth of the pavement. ONSTTE STORMWATER DISPOSAL '11-ie very -dense. weakly -cemented till deposit underlying the site at shallow depth is of extremely low permeability and. is not conducive in supporting infittration trenches for onsite stormwater disposal. Instead, we recommend rain gardens constructed at the west end of'the property be used to dispose storinwater onsite. LIU & ASSOCIATES, INC. Februan 11, 2013 Lindburp Short Plat 4 L&A Job No. 13-004 Page 12 Lateral loads on the proposed residence may be resisted by the friction farce between the foundations and the subgradc soils or the passive earth pressure acting on the below -grade portion of the foundations. For the latter. the foundations roust be poured "neat" against undisturbed sails or backfilled with a clean. free -draining, compacted structural fill. We recommend that an equivalent fluid density (EFD) of 300 pcf (pounds per cubic foot) for the passive earth pressure be used for lateral resistance. The above passive pressure assumes that the backfill is level or inclines, upward away fronn the foundations for a horizontal distance at least 1.5 times the depth of the foundations below- the final grade. A coefficient of friction Of 0.55 between the inundations and the subgrade soils may be used. The above recommended soil parameters are unfactored values, and a proper tactnr of safety should be used in calculating the resisting forces against lateral loads on the proposed residence. SLAB -ON -GRADE 1!` LQORS Slab -on -grade floors; if used for the residences. should be placed can firm subgrade sail prepared as outlined in the SITE PRETARM 10N AND GENERAL EARTHWORK and the STRUCTURAL FILL sections of this report. Where moisture control is critical, the slab -on -grade floors should be placed on a capillary break which is in tuna placed on the compacted subgrade. The capillary break should consist of , minimum in compacted layer of elean. free -draining, 7/8-inch crushed rock. containing no more than 3 percent by Weight passing the No. 4 sieve. A vapor barrier. such as a fa -mil plastic membrane. may be placed over the capi Han, break, as required to keep moisture from migrating upwards. LIU & ASSOCIATES, INC. February 1 1. 2013 Lindburg Short flat I.&fa Job No. 13-004 Page I 1 Disturbed soils in footing trenches should be completely rcinowd down to undisturbed. nature, fresh till soils prior to pouring concrete for the footings. If the above recommendations are followed. our recommended design criteria for footing foundations are as follows: + The alto -%viable sail hearing pressure for design of footing foundations. including dead and live loads, should be no greater than 3,000 psf if constructed into underlying very -dense till deposit. The footing bearing soil should be verified onsite by a geotechnical engineer after the footing trenches are excavated and before the footings poured. + The minin-tum depth to bottom of perimeter footings below adjacent final. exterior grade should be no less than 18 inches. The minimum depth to bottom of the interior footings below top of floor slab should be no less than 12 inches. The minimw-n width should be no less than 16 inches for continuous footings, and no less than 24 inches for individual footings, except. those footings supporting light -weight decks or porches. A one-third increase in the above recommended allowable soil bearing pressure may be used when considering short-term, transitory. wind or Seismic loads. For footing foundations designed and constructed per recommendations above, we estimate that the maximum total post -construction settlement of the buildings should be about 1 /2 inch or less and the differential settlement across building width about 1l4 inch or less. LIU & ASSOCIATES, MC. r February 11, 2013 Lindburg Short Plat L&A .lob No. 13-004 Page 1.0 Onsite waits meeting the above requirements may be used as structural fill. Imported material to be used as structural fill should be clean, free -draining, granular soils containing, no more than 5 percent by weight finer than the No. 200 sieve based on the fraction of the material passing No, 4 siege, and should have individual particles not largcr than four inches. The ground over which structural fill. is to be placed. should be prepared in accordance with recommendations in the SITE PREPARATION AND GENERAL GRADING and EXCAVATION AND FILL SLOPES sections of this repori. Structural fill should be placed in lifts no more than 1.0 inches thick in its loose state. with each lift compacted to a minimum. percentage of the maximum dry densiq determined by AS"i`M D1557 (Modified Procter Method) as follows: ARPlication Within building pads and under foundations Roadway/driveway subgrade Retaining wall backfiill. utility trench backi:ill BUILDING FOUNDATIONS % of Maximum Dry Dense 9i% 95% for top 3 feet and 90% below 92% 95`%'o for top 4 feet and 90% belo%v Conventional footing foundations may be used to support proposed new residences. The footing foundations should be constructed on or into the underlying very -dense till deposit. dater should not be allowed to accumulate in excavated footing trenches. LIU & ASSOCIATES, INC. a February 11. 2013 Lindburg Short Plat L&A Job No. 13-004 Page 9 Permanent 01 l embankments required supporting structural or traffic load should be constructed with compacted structural fill placed over proof -rolled, undisturbed, very - dense till deposits after the unsuitable surficial soils are stripped. The slope ol'permanent fill embankments should be no steeper than 2-1/4H:1V. Upon completion,, the sloping face of permanent fill embankments should be thoroughly compacted to a non -Fielding state with a hoc -pack. The above recommended cut and fill slopes are under the assumption that groundwater seepage would not be encountered during construction. If groundwater is encountered. the construction Nvork should be immediately halted and the slope stability re-evaluated. The slopes may have to be flattened and other measures taken to stabilize the slopes. Stormwater should not be alloNved to flow uncontrolled ovc; cut and fill slopes. Permanent cut slopes or fill embankments should be seeded and vegetated as soon as possible for erosion protection and long-term stability, and should be covered with clear plastic sheets, as required, to protect them from erosion until the vegetation is fully established. STRUCTURAL FILL Structural fill is the fill that supports structural or traffic load. Structural fill should consist of clean granular soils free of organic and other deleterious substances and with particles not larger than three inches. Structural fill should have a moisture content within one percent of its optimum moisture content at the time of placement. The optimum moisture content is the water content in the soils that enable the sails to be compacted to The highest do density for a given compaction effort. LIL &. ASSOCIATES, INC. February, 11. 2013 Lindburg Short Plat L&A Job No. 13-004 Page 8 Spoil soils should be hauled off of the site as soon as possible. Spoil soils and imported structural fill material to be stored on site should be covered with plastic tarps and securely weighted down with sandbags. as required, for protection against erosion. SITE PREPARATION ANT) GENERAL GRAIDING Vegetation within construction, limits should be cleared and grub -bed. Fill. topsoil, and unsuitable soil in the root zone should be completely stripped within building pads of the new residences and in areas subjcct to traffic and structural load, The exposed soils should be compacted to a non -yielding state, as required, with a vibratory compactor and proof -rolled with a piece of heavy earthwork equipment. EXCAVATION AND FILL SLOPES Under no circurnstance should excavation slopes be steeper than the limits specified by local. state and federal safety regulations if workers have to perform construction work in excavated areas. linsupported temporary cuts greater than 4 feet in height should he no steeper than 11-1: IV in surficial rill, topsoil and weathered soil of silty fine sand. and may be vertical in the underlying very -dense till deposits provided that The overall depth of excavation does not exceed 12 feet. Otherwise, cuts in these soils should he no steeper that 3/4T4:IV. Permanent cut banks should be no steeper than 2H:1V in the fill and topsoil and weathered soil, and no steeper than 1-1/2TT-]V in the underlying very -dense till deposits. The soil units and the stability of cut slopes should be observed and verified by a geotechnical engineer during excavation. LILT & ASSOCIATES, INC. February IL 2013 Lindburg Short Plat L&A Job No. 13-004 Page 7 on or into till soil. 'Me till soil is also of extremely low permeability and it Nvould be infeasible to use infiltration trenches to dispose stomiwater onsite. Instead. we recommend rain gardens located at the w-est end of the property be used to dispose stonnwater onsite. TEMPORARY DRAINAGE AND EROSION CONTROL The onsite surfieial fill_ topsoil. and weathered soil contain a high percentage of fines which are sensitive to moisture and can be casi]:V disturbed by construction trailic. A layer of clean, 2-to-4-inch quarry spalls should be placed over areas of frequent traffic. such as the entrance to the site. as required. to protect the subgrade soils from disturbance by construction traffic. A silt fence should he installed along the doNk hill side of construction areas to minimize transport of sediment onto neighboring properties or the street. The bottom of the filter cloth of the silt fences should be anchored in a trench filled with onsite soil. Ditches or interceptor trench drains should be installed around the construction areas. as required, to intercept and drain au -ay storm runoff ,and near -surface groundwater seepage. Water captured by such ditches or intercepter trench drains should be discharged into a ncarbv storm inlet. The storm inlet. if into ivtucb stormuater is to be discharged. should be covered with a non -woven filter fabric sock to prevent sediment from entering the storm sewer sk stem. The filter sack should be cleaned frequently during construction to prevent clogging.. .and should be removed after completion of construction. LIU & ASSOCIATES, INC. ri Februarx, 11, 2013 Lindburg Short Plat L&A Job No. 13-004 Page 6 against slope failures. Therefore, the potential For deep-seated slides to occur on the site ,should be minimal. Erosion Hazard 'the surficial fill, topsoil and weathered soil are of low resistance against erosion. -Nx-hilc the underlying vcry-dense till deposits are of high resistance against erosion. The site. ho%vever, is gently sloped. Tht:refvre. the erosion hazard of the site should also be minimal. Seismic Hazard The Puget Sound region is in an active seismic zone. The site is underlain at shallow depth by very -dense till deposits or very high shear strength. Therefore. the potential for seismic hazards, such as landslides, liquefaction. lateral soil spreading, to occur on the site should be minimal. the proposed new residences. however. should be designed for .seismic forces induced by strong earthquakes. Based on the soil conditions encountered by the test pits. it is our opinion that Seismic Use Group I and Site Class D should be used in the seismic design of the new residences in accordance Nvith the 2009 International Building Code (IBC). CONCLUSION AND RECOMMENDATIONS GENERAL The site is underlain at shallow depth by very -dense, weakly-cerriented till deposits. The proposed new residences may be supported on convemional footing foundations poured LIU & ASSOCIATES, INC. Febmary 11. 2013 Lindburg Short Plat L&A Job No. 13-004 Page gencrai accordance with United Sail Classification System, a copy of which is presented on Plate 3. Detailed descriptions of soil layers encountered during site exploration are presented in test pit logs on Plates 4 and 5. A laver of loose organic topsoil, from b to 12 inches thick. was found mantling the site, except that the relic topsoil in Test Fit 1 is overlain by lavers of loose to medium dense fill totaling about 2.0 feet thick. The topsoil or relic topsoil is underlain by a laver of brown to light -brown, silty to slightly silo'. fine sand with a trace to some gravel, about. 1.5 to 3.2 feet thick. Underlying the weathered soil to the depth explored is a light -gray fresh Vaslmn till deposit of versa -dense, weakly -cemented. gravelly, silty fine sand. GROUNDWATER CONDITION Groundwater seepage. was not encountered in any of the three test pits excavated can the site. The surficial till, topsoil and weathered soil are of moderate permeabilits7 and would allow some storm runoff to seep through, while the underlying till deposits are of extremely low permeability and would perch stormwater infiltrating into tlic ground. This near -surface perched groundwater would fluctuate seasonally. It would accumulate and rise in the wet winter months and may dry up completely in the dryer summer monihs. GEOLOGIC HAZARDS AND WrIGATION Landslide hazard The site is gentle sloped and is underlain at shallow depth by vm-dense, ti�eakly- cemented till deposits ot'very. high shear strength. The till deposits are of high resistance LIU & ASSOCIATES, INC. ' f 1 February 11.2013 Lindburg Short Plat I.c4 A Job No. 13-004 Page 4 The deposits of the Vashon till soil unit were plo,.ved directly under glacial ice during the most recent glacial period as the glacier advanced over an eroded. irregular surface of older formations and sediments. This soil unit is composed of a mixture of unsorted clay. silt sand, gavel. and scattered cobbles and boulders. The Vashon till sail over the top two to three feet is normally weathered to a medium -dense state, and is moderately permeable- and compressible. The underlying fresh till soil, commonly referred to as "hard pan", is very dense and weakly cemented. The fresh till soil possesses a compressive strength comparable to that of to-sv-grade concrete and can remain stable, on steep natural slopes or man -make cuts for a long period. The fresh till deposits are practically impervious to stormwater infiltration and can provide excellent foundation. support with little or no settlement. SOIL CONDITION Subsurface conditions of the subject plat site were explored with three test pits. These test pits were excavated on January 16. 2013, with a rubber -tired backhoe. to depths from 5.5 to 8.0 feet. The approximate locations of the test pits are shown on Plate 2 - Site and Exploration Location Plan. The test pits were located with either a tape measure or by visual reference to existing topographic features in the field and on the topographic survey map, and their locations should he considered only accurate to the measuring method used. A geotechnical engineer from our office was present during subsurface exploratim examined the soil and geologic conditions encountered, and completed logs of the test pits. Soil samples obtained from each sail layer in the test pits were visually classified in LIU & ASSOCIATES, INC. 0 r� February 11.2013 I,irtdburg short Plat L.&A Job No. 13=004 Page 3 SITE CONDITIONS SURFACE C@NDMONS The general location of the subject site is shown on Plate 1 — Vicinity Map. It is situated on a gentle to moderately steep_ westerly declining slope. The site is at the end of 23P Place .SW and is accessed by a joint -use gravel read extending from the street to the mid - depth of its .south side then turning northerly into. the site. Along the northerly stretch of the gravel driveway is a precast concrete block wall up to about 4 feet tall. At the north end of this block wall is a paved driveway that runs eastward to the residence on Lot A. Within the site. the ground generally slopes down very gently westward to within a fern feet of its west end where the ground drops down steeply for about: 2 to 3 feet. The site is dotted by tall, mature, evergreen trees along its 'north and west perimeters with occasional deciduous trees or shrub mixed in between. The exposed ground bet -weep the buildings outside of the paved and gravel driveways is mostly covered by lawn grass. GEOLOGIC SETTING The Geologic Map of the Edmonds East and Part of the Edmonds Nest Ouadranalcs, GVashin 4n_., by James P. Minard, published by I.T. S. Geological Sury y° in 7 983. t�-as retercoced for the geologic and soil conditions at the residence site. According to this publication, the suriicial soil unit at and in the vicinity of the subject residence site is mapped as a Vashon till (Qvt) soil unit. LIST 8& ASSOCIATES, INC. February 11, 2013 Lindburg Short Plat L&A Job No. 13-004 Pagc 2 residences. Presented in This report are our findings of the site conditions and our geotcchnical reconiniendationSr. SCOPE OF SERVICES ro achieve the above purpose, our proposed scope of sen4ces far this geotechnical investigation comprises specifically the following: I. Review geologic and soil conditions at and in the vicinity of the subject property based on a published geol.q6c map. 2. Explore subsurface (soil and groundwater) conditions of the site with backlioe test pits to depths -%-here a furl bearing soil stratum is encountered or to the maximum depth (about 10 feet) capable by the backhoe used in excavating the test pits. whichever occurs first. 3. Perform necessary gwtechnicat engineering analysis based on soil data obtained, from die test pits. 4.. Prepare a written report to present our findings, conclusion and geotechnical recommendations. A geotechnical staff from our office was on site to direct the subsurface exploration program, examine the soil and geologic conditions encountered. and maintain logs of the test pits. LIU & ASSOCIATES, INC. 0 LIU & ASSOCIATES, INC. Ge-otechniral Eri2itwring Mr. Shaun Leiser SCL Enterprises, LLC P. O. Box 60216 Shoreline, WA 99160 Dear Mr. Leiser: Engineetirrg Geotogy Febntary 11. 7013 Subject: Geotechnical Engineering Study Lindburg Short Plat 10715 — 1435d' Place Nest Echnonds. Washington L&A Job No. 13-004 INTRODUCTION Earh Science We widerstand that the proposed development for the sut lect property at the above address in Edmonds. Washington, is to plat it into three single-family building lots. The existing residences on Lets A (the east lot,) and B (the southwest lot) will retrain and a new residence will be developed on Lot C (the nortfiNvest lot). t1 new residence may also be developed in the future to replace the existing one on Lot B. We understand that onsite disposal of storm runoff over impervious surfaces is being considered for the proposed development of°the property. At your request, we have completed a geotechnical engineering study for the proposed development of the property. The purpose of this investigation is to explore and characterize the subsurface and to provide recommendations for onside stormwater disposal, grading, erosion mitigation. drainage control and foundation support to the new 19213 Kenlake Place NE • Kenm*re. Washington 98028 Phone (425) 4834134 • Fax (426) 486-2746 0 St { 3(s M t4 �• rr LOT c 7T-1 ri T� t r • i !. LOT A LOT 8! », a � . .♦ - s—s.. _.CH.asi rw why T` aw-` ''��•_ `�LL���QQ•'t.... -a _ -.►.. ♦.. J.—_.--'a t �,�My LOT 4 91rr L" Proma Nc 13-00± Prot Name L.+ r+d bu rg c., or PI ^4- PrpptA*"u 10.11�;-23,9t{j ffL&& W;..; d =rtcjS r r Tact No T 1 — �. test F% Sonom owwwwob"7 y oaydtr 3 • µZ &*om Arse (* t) I P . I Sad Gmda mn L+ ✓ vC l TEST PROCEOM INFILTRATION TEST cit &&q T t LeA P.M0 No t 3- ego pr,,,.a Nawrta lr •� b d r 5 �a P'ia+ Project A o -aL.� Edk twat No S " Z- Test PA a "0m Der w*wm I f l I Dope, &Mom Am* la (1 ---LA'S Soo Cone!(!e m V +• le►r'oJ v14y Thanks, Ben Iddins, PE Davido Consulting Group 0 206.523.0024 x115 1 M 425.232.5729 rs� TEST PIT NO. 2 Logged BY: JSL Date: 1l160013 Cr6und El. 1 DePth A Uscs CUSS Safi t, MA tw Sam* No. W % ter Test OL D&*-brown, loose, orgark, rAtty fire SAND, Vvith pieces of brick a on sttrfsce, ► Q PSt tL — ` _ _ _ _ _ _ _ sm Brown, meTpirn-dense, sifts fine SAND, trace gravel, MW 2 St4+tr Ught.gray, very^- nsa, gravflty. si ty, fire SAND, oczt onet'��� s subtle, weak*-cementod, moist (fresh VASHON TILL) 5 T 6 r� TW pit ter anated at 8,0 ft. gtoundweter rust ereourdemd. tU The Infiltration Test Report (dated August 25, 2017) shows that the infiltration tests were conducted in nearly the same locations as Test Pits 1 and 2 from the original report. The infiltration tests were conducted at a depth of 3.42' in IT-1 and 3.58' in IT-2. Since IT-1 was conducted just above the till layer according to TP-1 from the original report and IT-2 was conducted within the till layer according to TP-2 from the original report, this leads me to believe the till layer infiltrates at the rate that was measured. However, the City of Edmonds stormwater reviewer wants confirmation that the measured infiltration rates reflect the infiltration rate of the till layer and not the layer above it. Please see the screenshots below from the 2017 Infiltration report. n Test Pits 1 and 2 of the original geotechnical report (dated February 11, 2013) show the till layer at 4 ft deep and 3 ft deep, respectively, as shown in the screenshots below. TEST PIT NO. 1 tAd;md RV ,ESL Ground EC i. CtASS S&I DW '1tr Ti�st �etkFStileast. 4rgt�� a�tY bne S�iNR, most, . .- ,. t M �TOti V LL,� Lifd tx o9 n+: sense. s1+p�siiY !. Qne Sh�i#i, 4rlri s td OL ficme Y`#a1a�FiSP lL�1_—o._.._----:—,_—_r—__.t Lidlli• ! . z% 0Y Y. f-`-' SAND Eia<9e 10 1 _ sm _tapl#ScBVEt flat _-__-___-_ upt++-OW-V"Ift .a Qr#�vstMy, tdttt. iir n SAtdO, v lj w S $eC#t rgod, mons tGnnt# v'ASHON TILL) tow p1 t w w stud *1 t 0 it: glY -4-1- rot tii—, n*md saw ----------------- f aa+r1 1 LW C . 4- gpg7.%Yy3pl. t °# _9 f } x.!Lq # wb I'e I Mrvur t I 1ri 1 f e t t LOT A' Mrry i From: Julian Liu <iulianliu100@vahoo.com> Date: July 12, 2018 at 10:00:24 AM PDT To: Shaun Leiser <shaun@sclenterprises.net> Subject: Re: Fwd: Lindberg Short Plat - Infiltration Clarification Hi Shaun, The bottom of infiltration test pits was within inches of the glacial till deposit and this deposit was of much lower infiltration rate than the overlying weathered soils. Therefore, the underlying glacil till depoist would the critical soil layer which governs the rate water in test pits could infiltrate into the ground. Therefore, it is my opinion that the test results were representative of the infiltration rate of the underlying glacial till deposit. Julian Liu LIU & ASSOCIATES, INC. 19213 Kenlake Place NE Kenmore, WA 98028 (Cell) 206-354-1291 On Wednesday, July 11, 2018, 5:23:22 PM PDT, Shaun Leiser <shaun sclenterprises.net> wrote: Hi Julian Hope you are doing better than the last time we talked. Could you take a look at the below email and get back to me please. Thank you Shaun C. Leiser SCL Enterprises LLC General Contractors (206) 229-6038 Cell www.sclenterprises.net Hi Kjell, Nice talking with you today. We need written confirmation from Julian Liu that the infiltration tests he performed were within the till layer identified in his original test pits and/or that he has a high level of confidence that the till layer will infiltrate at the same rate that he measured. If this is not the case then all of the infiltration facilities will need to be raised so that the bottom of the facilities are at least 1' above the till layer, which will be tough to do and would likely result in reverting back to permeable pavement for the access road instead of traditional asphalt with infiltration trenches. W! Drainage Report -.Rev 1 Lindberg Short Plat —10723 235th Pl W August 2018 APPENDIX A Geotechnical Memorandum 20180815_10723 235th Pl SW Edmonds_ Drainage Report _Rev 1 Drainage Report — Rev 1 Lindberg Short Plat —10723 235th Pl W August 2018 7. OPERATION AND MAINTENANCE See APPENDIX B for information on the operation and maintenance of the proposed drainage systems. 8. BONDS The bond amount for the project has been calculated using the King County Site Improvement Bond Quantity Worksheet. A completed King County Site Improvement Bond Quantity Worksheet is included in APPENDIX F. 20180815_10723 235th P1 SW Edmonds —Drainage Report_Rev 1 Page 17 Drainage Report — Rev 1 Lindberg Short Plat —10723 2351h PI W TABLE 4 Proposed ESC Measures (All ESC Measures Shall Comply with The Stormwater Manual) 2018 ESC Measure Comment 1 Identify Project Limits Mark by fencing or other means to contain the grubbing and grading activities. 2 Catch Basin Inlet Protection Install catch basin inlet protection in any drainage structures that may collect any stormwater flowing from the construction site. 3 Phase Grubbing and Grading Phase clearing so that only those areas that are actively being worked are uncovered. From October 1 through April 30, no soils shall remain exposed for more than 2 days. From May 1 through September 30, no soils shall remain exposed for more than 7 days. 4 Install Straw Wattles Install straw wattles around disturbed areas where sediment could be transported off -site. Adjust straw wattles as required by site conditions and construction sequencing. 5 Sod/Seed Exposed Areas Cleared areas will be sod/seeded as soon as possible after grading completed (few weeks). 6 Soil Removal Remove excess soil from the site as soon as possible after backfillin . 7 Protect Adjacent Properties Adjacent properties shall be protected from sediment deposition by appropriate use of vegetative buffer strips, sediment barriers or filters, dikes or mulching, or by a combination of these measures and other appropriate BMPs. 8 Street Cleaning Provide for periodic street cleaning to remove any sediment that may have been tracked out. Sediment should be removed by shoveling or sweeping and carefully removed to a suitable disposal area where it will not be re -eroded. 9 Inspect ESC BMPs Inspect all erosion and sediment control BMPs installed regularly, especially after any large storm. Maintenance, including removal and proper disposal of sediment should be done as necessary. 20180815_10723 235th PI SW Edmonds_ Drainage Report _Rev 1 Page 16 Drainage Report — Rev 1 Lindberg Short Plat —10723 2351h Pl W August 2018 Temporary catch basin inlet protection on all existing and proposed catch basins adjacent to the site will be implemented to prevent sediment from entering the drainage system. Element 8: Stabilize Channels and Outlets BMPs used: • BMP C207: Check Dams Check dams will be used as necessary to control flowrates, trap sediment, and protect existing outlets during construction. It is not anticipated that check dams will be necessary as it doesn't appear that any channels or outlets that will be affected during construction. Element 9: Control Pollutants BMPs used: • BMP C153: Material Delivery, Storage and Containment • BMP C154: Concrete Washout Area A material delivery, storage and containment area, shall be designated by the contractor and located away from traffic and near the construction entrance. An onsite concrete washout area for any concrete mixing shall be designated by the contractor as well. Element 10: Control De -Watering BMPs used: • Water Bars De -watering should not be an issue on this site as the groundwater table is not known to be near the surface. However, the contractor shall apply water bars during construction as needed. Element 11: Maintain BMPs BMPs used: • BMP C150: Materials On Hand • BMP C160: Certified Erosion and Sediment Control Lead The contractor shall keep erosion prevention and sediment control materials onsite for regular maintenance and emergency situations. The contractor will be the person in charge of erosion and sediment control for this project. Element 12: Manage the Project BMPs used: • BMP C150: Materials On Hand • BMP C160: Certified Erosion and Sediment Control Lead • BMP C162: Scheduling The contractor will be in control of erosion and sediment control and will keep erosion prevention and sediment control materials onsite for regular maintenance and emergency situations. The construction project will be sequenced in an orderly manner to minimize the duration of exposed soil to erosion. Element 13: Protect Low -Impact Development BMPs BMPs used: • BMP C102: Buffer Zone • BMP C103: High Visibility Fence • BMP C233: Silt Fence A high visibility fence and silt fence will be placed around the site where sedimentation is most likely to escape and potentially harm any Low -Impact Development BMPs. 20180815_10723 235th PI SW Edmonds_ Drainage Report _Rev 1 Page 15 M Drainage Report — Rev 1 Lindberg Short Plat —10723 235�h PI W August 2018 6. CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN The SWPP was prepared in accordance with The Stormwater Manual. An Erosion and Sediment Control Plan is required per The Stormwater Manual. Erosion and sediment control (ESC) measures were designed for the project and shown on the TESC plan in APPENDIX C of this report. Both the SWPP and TESC Plan serve as guides as the contractor is required to design a working TESC plan for the site. Refer to the TESC plan and TABLE 4 in this report for TESC measures. Element 1: Preserve Vegetation/Mark Clearing Limits BMPs used: • BMP C103: High Visibility Fence • BMP C233: Silt Fence High visibility fence will be placed around the site to mark the clearing limits, which is shown on the TESC Plan, and silt fence will be placed around the low points of the perimeter of the site. Element 2: Establish Construction Access BMPs used: • BMP C 105: Stabilize Construction Entrance/Exit The project site will have one construction access connecting to Robbers Roost Road. The contractor shall install a temporary construction entrance made from quarry spalls. Robbers Roost Road will be swept daily, or as needed, to remove sediment tracked from the project site. Element 3: Control Flow Rates BMPs used: • BMP C235: Wattles If necessary, the contractor will implement compost socks and/or straw wattles to control flow rates and disperse stormwater. Element 4: Install Sediment Controls BMPs used: • BMP C233: Silt Fence • BMP C235: Wattles Silt fencing or straw wattles will be placed along the low points of the perimeter of the construction site to prevent sediment from escaping downstream of the site. Element 5: Stabilize Soils BMPs used: • BMP C121: Mulching • BMP C140: Dust Control Mulch will be used by the contractor whenever soils will be left exposed for a significant amount of time or whenever a rainfall event is anticipated. During summer months water will be sprinkled on the site as needed to minimize the amount of dust coming off the site. Element 6: Protect Slopes BMPs used: • BMP C121 Mulching Mulch will be added to soils on significant slopes to provide temporary protection from erosion. Element 7: Protect Drain Inlets BMPs used: • BMP C220: Storm Drain Inlet Protection 20180815_10723 235th P1 SW Edmonds_ Drainage Report _Rev 1 Page 14 Drainage Report — Rev 1 Lindberg Short Plat —10723 235th Pl W August 2018 Basin Areas to IT-4 (Lot B) Driveway 787 0.018 4 Roof (Max Allowable) 5,713 0.131 Grass, Mod 530 0.012 Basin Areas to IT-5 (South Duty) 5 Driveway 593 0.014 Basin Areas to IT-6 (Lot A) Driveway (Lot A) 2,250 0.052 6 Grass (Lot A) 334 0.008 Basin Private Access Rd Bypass Driveway (Gravel) 472 0.011 7 Grass, Mod 425 0.010 Lot A Bypass Basin Walks/Patio 1,159 0.027 8 Roof 3,117 0.072 Grass 6,237 0.143 Basin Lot B Bypass 9 Grass, Mod 2,255 0.052 Basin 10 Lot C Bypass Grass, Mod 1,516 0.035 Total 39,441 0.905 The infiltration rate used in the design of the proposed infiltration trenches was 0.50 in/hr which was recommended by the geotechnical engineer, Julian Liu, in his memo dated August 25, 2017 (see the full memo attached in APPENDIX A and Section 2.3 for additional information on the site soils). The proposed private access road is graded so that stormwater runoff from the asphalt will be captured in three catch basins, which will then route stormwater to three infiltration trenches located beneath the pavement. All three infiltration trenches have a 4' gravel storage layer depth. The width of the trenches were strategically specified to accommodate existing and proposed utilities nearby. The length of the trenches was then iteratively increased in WWHM2012 until 100% infiltration in each trench was obtained. See APPENDIX E for the full WWHM2012 summary and the Drainage Plan in APPENDIX D for the proposed infiltration trench locations. 5.5 Water Quality System Runoff treatment is required for this project since the total new plus replaced pollution - generating impervious surface in the threshold discharge area for the project is greater than 5,000 SF. The project will satisfy this requirement with the use of an 18" engineered soils layer beneath all six proposed infiltration trenches. The engineered soils layer will meet the requirements listed in the Soil Suitability Criteria #6 section of Volume III, Section 3.3.7 of The Stormwater Manual. 20180815_10723 235th Pl SW Edmonds_ Drainage Report _Rev 1 Page 13 Drainage Report — Rev 1 Lindberg Short Plat —10723 235th PI W 2018 The entire project site, including offsite areas that run-on to the project site, were included in a WWHM2012 model. Areas outside of the "Project Limits" (i.e. Lot A) were modeled as the same land cover in the predeveloped and developed conditions. The Project Site was modeled as forested in the predeveloped conditions while the developed conditions were modeled as shown on the Site Plan in APPENDIX D with applicable areas tributary to the infiltration trenches (See TABLE 3 for the land cover used in the WWHM model). Pervious areas that will not be routed to the infiltration trenches were modeled as bypassing the facilities. The WWHM2012 Modeling Results are included in APPENDIX E and show that the developed site meets the Standard Flow Control Requirement. TABLE 3 WWHM Areas PREDEVELOPED AREAS Project Areas (PAT, Lot B, Lot C) SF Acres Forest, Flat 24,891 0.571 Lot A (Existing Conditions) Walls/Dwy 2,985 0.069 Walks/Patio 1,159 0.027 Roof 3,117 0.072 Lawn, C, Flat 6,784 0.156 Offsite Area (Robbers Roost Rd) Road 505 0.012 Total 39,441 0.905 DEVELOPED AREAS Basin Areas to IT-1 (Lot C) SF Acres Driveway 1,454 0.033 1 Roof (Max Allowable) 5,624 0.129 Grass, Mod 1,517 0.035 Areas to IT-2 (South -East Dwy) Basin Driveway 2,075 0.048 Grass (Private access Rd) 119 0.003 2 Grass (Lot A) 28 0.001 Wall (Lot A) 69 0.002 Areas to IT-3 (North Dwy) Driveway 2,083 0.048 Basin Grass (Lot A) 150 0.003 3 Dwy/Wall (Lot A) 666 0.015 Grass (Private access rd) 235 0.005 Driveway, new (Lot A) 33 0.001 20180815_10723 235th Pl SW Edmonds_ Drainage Report _Rev 1 Page 12 Drainage Report — Rev 1 Lindberg Short Plat —10723 2351h Pl W August 2018 and replaced hard surfaces, List #2 is satisfied for all hard surfaces. Additionally, the project proposes the following: • All disturbed lawn and landscaped areas will be amended to meet the Post -Construction Soil Quality and Depth requirements in accordance with BMP T5.13 in Chapter 5 of Volume V of The Stormwater Manual. • A BMP (infiltration trench) will be applied to greater than 25% of the existing impervious surface on the lot that is not currently served by an approved drainage facility. • Runoff Treatment will be applied to all new and replaced PGIS, including the existing Lot A driveway area. An engineered soils layer beneath all proposed infiltration facilities will be utilized to satisfy this requirement. See Section 4.6 for additional information. 5.4 Flow Control System The flow control and LID requirements will be met through the use of multiple infiltration trenches. Three infiltration trenches will be located beneath the private access road along with an infiltration trench along the western side of Lot B and another infiltration trench along the western side of Lot C. Lastly, a sixth infiltration trench will be located along the western edge of the existing driveway/parking area serving Lot A. The infiltration trenches proposed for Lot B and Lot C are intended to mitigate stormwater from future development on the respective lots and therefore are sized for an impervious surface area equal to 70% of the total lot areas. All six infiltration trenches have been sized in accordance with The Stormwater Manual. The developed areas used in the modeling for sizing of the facilities are seen in TABLE 3 and APPENDIX E and explained in Section 5.4.1. A summary of the site's facilities is shown in TABLE 2. TABLE 2 Facilities Summary Facilities Summary % Infiltrated Infiltration Trench #1 (for Lot C) 18'Wx69'Lx4'D 100 Infiltration Trench #2 (for Lot B) 18'Wx65'Lx4'D 100 Infiltration Trench #3 (for N portion of Private Access Road) 7'Wx60'Lx4'D 100 Infiltration Trench #4 SE Portion of Private Access Road 8'Wx41'Lx4'D 100 Infiltration Trench #5 for S portion of Private Access Road 8'Wxl 1'Lx4'D 100 Infiltration Trench #6 for Lot A Driveway) 4'Wx43.8'Lx4'D 98.31 9 Type I Catch Basins 5 Spill Control Elbows 5.4.1 Modeling The infiltration trenches and flow control design were sized using the newest version of the approved continuous event modeling program WVMM2012 using the WSDOT "Puget East 36" precipitation time. The infiltration trenches were analyzed using the Gringorten Flood Frequency analysis method available in WWHM2012. 20180815_10723 235th P1 SW Edmonds Drainage Report Rev 1 Page 11 Drainage Report — Rev 1 Lindberg Short Plat —10723 235`h PI W August 2018 ➢ On -site stormwater management BMPs are encouraged to handle site stormwater runoff. ➢ Flow Control is required for the site (>10,000 SF effective impervious surface) ➢ Water quality treatment is required for the site (>5,000 SF new plus replaced PGIS) The following sections address and summarize site specifics and requirements: 5.1 Existing Site Hydrology Stormwater runoff from the roof of the house on Lot A is collected and routed to a drywell located in the southern portion of the lot. The drywell and associated drainage system for Lot A will remain intact and will not be altered in any way as a part of this project. It is likely that the drainage from the existing single-family residence on Lot B, the detached garage on Lot C, and the gravel driveways is either infiltrated or dispersed onsite. No other drainage infrastructure is known to exist on the site. 5.2 Developed Site Hydrology Runoff from all new and replaced impervious surfaces, as well as a portion of the existing impervious surfaces on Lot A and a small portion of Robbers Roost Road, will be collected onsite and routed to infiltration trenches (there are 6 proposed infiltration trenches in total). According to a full period of record/data in WWHM2012, the infiltration trenches on Lot B and Lot C will infiltrate 100% of the stormwater generated onsite and the trenches were sized assuming 70% of each lot will be covered in impervious surfaces. It is very likely that the developed conditions of Lot B and Lot C will result in less than 70% impervious surface coverage due to the amount of space the infiltration trenches encompass and the tree canopy area that existing trees to remain encompass. Runoff from the proposed private access road will be collected and routed to three infiltration trenches located beneath the roadway. All three trenches located beneath the proposed roadway will infiltrate 100% of the tributary stormwater according to a full period of record/data in WWHM2012. Stormwater that does not infiltrate within the three trenches located beneath the private access road, which should only occur during storms larger than those available in the WWHM simulation, will be routed to the large infiltration trench located on Lot B. Stormwater from approximately 2,250 SF of existing driveway/parking area on Lot A will sheet flow into a proposed infiltration trench that will straddle the Lot A and Lot C property line. This infiltration trench will infiltrate 98.31 % of the tributary stormwater according to a full period of record/data in WWHM2012. There are currently no drainage issues with the stormwater runoff from this parking area and this trench is intended to fully infiltrate stormwater from the majority of small and medium sized storms. Stormwater that is not infiltrated within this trench will disperse via sheet flow out of the top of the trench, which will be equipped with a level spreader. There will be between 10 and 20 feet of vegetated (grass) flowpath for overflows to disperse within. Any stormwater that does not infiltrate or disperse fully will flow onto the Lot C parking area, get collected within a catch basin, and routed to the large infiltration trench on Lot C. 5.3 Performance Standards and Goals Since the project is categorized as Category 2 project it is therefore subject to Minimum Requirements 1-9 and must implement Low Impact Development using List #2 on Page 2-26 of Volume I of The Stormwater Manual. Since the project is proposing full infiltration for all new 20180815_10723 235th P1 SW Edmonds_ Drainage Report _Rev 1 Page 10 Drainage Report — Rev 1 Lindberg Short Plat —10723 2351h PI W August 2018 stormwater management facility (this includes the roof of Lot A which drains to a drywell, but it is unknown if the drywell is an "approved stormwater management facility"). The proposed infiltration trenches will receive runoff from 2,985 SF of existing impervious surface from Lot A (existing driveway, walls, and front patio), which equals 27.9% of the total Therefore, this requirement is met. 4.6 Minimum Requirement #6: Runoff Treatment Runoff treatment is required for this project since the total new plus replaced pollution - generating impervious surface in the threshold discharge area for the project is greater than 5,000 SF. The project will satisfy this requirement with the use of an 18" engineered soils layer beneath all six proposed infiltration trenches. The engineered soils layer will meet the requirements listed in the Soil Suitability Criteria #6 section of Volume III, Section 3.3.7 of The Stormwater Manual. 4.7 Minimum Requirement #7: Flow Control The project is subject to flow control since it will add greater than 10,000 SF of effective impervious surface. The project must meet the Standard Flow Control Requirement listed in the ECDC 18.30.060.D.7.c which states that "Stormwater discharges shall match developed discharge durations to pre -developed durations for the range of pre -developed discharge rates from 50 percent of the two-year peak flow up to the full 50-year peak flow. The pre -developed condition to be matched shall be a forested land cover". The entire project site, including offske areas that run-on to the project site, were included in a WWHM2012 model. Areas outside of the "Project Limits" (i.e. Lot A) were modeled as the same land cover in the predeveloped and developed conditions. The Project Site was modeled as forested in the predeveloped conditions while the developed conditions were modeled as shown on the Site Plan in APPENDIX D with applicable areas tributary to the infiltration trenches. Pervious areas that will not be routed to the infiltration trenches were modeled as bypassing the facilities. The WWHM2012 Modeling Results are included in APPENDIX E and show that the developed site meets the Standard Flow Control Requirement. 4.8 Minimum Requirement #8: Wetland Protection As the site is not in or tributary to a wetland, or directly or indirectly conveys stormwater to a wetland, the project is not required to meet any applicable standards for this requirement. 4.9 Minimum Requirement #9: Operation and Maintenance An operation and maintenance manual consistent with Volume V of the Stormwater Manual has been provided in APPENDIX B. 5. PERMANENT STORMWATER CONTROL PLAN Total areas for impervious surfaces and pollution -generating impervious surfaces are shown in TABLE 1. The stormwater facility requirement thresholds are as follows: ➢ LID to the maximum extent feasible is required per City code and Stormwater Manual amendments Using List #2 from the Manual). 20180815_10723 235th Pl SW Edmonds_ Drainage Report _Rev 1 Page 9 Drainage Report —Rev 1 Lindberg Short Plat —10723 2351h Pl W August 2018 4. APPLICABLE MINIMUM REQUIREMENTS In addition to meeting the minimum requirements in the Stormwater Manual, the City requires all projects to implement Low Impact Development (LID) measures unless it can be proven that LID is not feasible. The project proposes LID and meets the Stormwater Manual minimum requirements as summarized in the following sections. 4.1 Minimum Requirement #1: Preparation of Stormwater Site Plans The Stormwater Site Plan was prepared in accordance with Volume 1 Chapter 3 of the Stormwater Manual and includes the minimum requirements applicable to the subject site based on thresholds of new and replaced site impervious coverage. 4.2 Minimum Requirement #2: Construction Stormwater Pollution Prevention Plan (SWPPP) The SWPPP was prepared in accordance with Volume l Chapter 2 Section 2.5.2 of the Stormwater Manual and is included in Section 6 of this report. The Temporary Erosion and Sediment Control Plan (TESC Plan) is attached in APPENDIX C and serves as a guide for the contractor to implement a final TESC Plan. As the site disturbance is less than one acre, a General Permit through the DOE is not required. 4.3 Minimum Requirement #3: Source Control of Pollution The numerous catch basins and infiltration trenches serve as source control of pollution on the project site. In order to control pollutants, proper maintenance and cleaning of debris, sediments, and oil from Stormwater collection is required per the operation and maintenance recommendations found in Volume 5 Section 4.6 of the Stormwater Manual in addition to the BMPs in Volume IV Section 2.2. See APPENDIX B for operation and maintenance requirements pertaining to the project. 4.4 Minimum Requirement #4: Preservation of Natural Drainage Systems and Outfalls The proposed infiltration systems will emulate the natural pre -developed conditions of the site (i.e., forested conditions) and the overflow will sheet flow westerly through forested vegetation which will maintain the natural drainage course from the site (overflow to occur only with extreme storm events). See Section 3 for additional information on the downstream flowpath from the site. 4.5 Minimum Requirement #5: On -Site Stormwater Management Since runoff from all new plus replaced impervious surfaces will be routed to infiltration facilities, the proposed design meets the onsite stormwater management requirement as well as the City's Low Impact Development (LID) requirements and goals. See Section 5.4 for flow control design. In addition, since the project drains (directly or indirectly) to the City's MS4 and the project contains hard surfaces that do not drain to an approved stormwater management facility, onsite stormwater management BMPs must be applied to at least 25% of those existing hard surfaces. There are 10,718 SF existing hard surfaces to remain that do not currently drain to an approved 20180815_10723 235th PI SW Edmonds_ Drainage Report _Rev 1 Page 8 1 N Drainage Report — Rev 1 Lindberg Short Plat —10723 235th PI W August 2018 FIGURE 2 Downstream Flowpath Map 20180815_10723 235th PI SW Edmonds_ Drainage Report_Rev 1 Page 7 M Drainage Report — Rev 1 Lindberg Short Plat —10723 235th PI W August 2018 the gravel driveways is either infiltrated or dispersed onsite. No other drainage infrastructure is known to exist on the site. 2.7 Adjacent On and Off -Site Utilities There are numerous existing utilities on the project site including sewer, power, gas and water. All existing utilities serving lot A will remain. An existing sewer service serving Lot B will be capped and abandoned and a new sewer stub will be extended to the lot. An existing water meter will be relocated and reused for Lot B. An existing gas service will be reused for Lot B if determined to be adequately sized. Lastly, an existing overhead power service to Lot B will be removed and replaced with an underground power service. New utility services will be extended to Lot C including water, power and gas. An existing sewer stub to Lot C will be reused. 3. OFFSITE ANALYSIS An offsite analysis is required for this project since the project proposes to discharge stormwater offsite, albeit a very minimal amount of stormwater. The amount of stormwater runoff that will leave the site (i.e. not infiltrated) is important in understanding the impacts it will have on the downstream flowpath. See section 5.2 for a description of the proposed drainage system. As explained in Section 5.2, all overflows from the infiltration trenches beneath the private access road, as well as the Lot A infiltration trench, will be routed to the Lot B and Lot C infiltration trenches. In the rare event that stormwater overflows from the Lot B and Lot C infiltration trenches, the overflow route is from out of the rim of the associated catch basins where stormwater will flow westerly and disperse and/or infiltrate within a forested area that is at least 50' in width (see FIGURE 2 for a map of the downstream flowpath from the site). On the west side of the forested area there is greater than 15' of grass area before the nearest house downstream. It is likely that little to no stormwater will overflow from the Lot B or Lot C trenches. Therefore, the stormwater flowing to the downstream flowpath will be primarily from grass surfaces that cannot be collected and routed to the infiltration facilities. However, this project is designed to meet the predeveloped forested flow control standard and therefore there will not be an increase in stormwater to the downstream flowpath. Additionally, there are no know current drainage issues on or around the project site, including the downstream flowpath. There is an insignificant amount of the project site that flows offsite to the north, south, and east. In addition, since there is no downstream drainage system that the project connects to and stormwater from all new and replaced impervious surfaces will be infiltrated onsite or leaving the site from the flowpath explained in the above paragraph, the offsite analysis was terminated at the forested area along the west property line. 20180815_10723 235th PI SW Edmonds_ Drainage Report _Rev 1 Page 6 Drainage Report — Rev 1 Lindberg Short Plat —10723 235" PI W August 2018 will remain intact and will not be altered in any way as a part of this project. It is likely that the drainage from the existing single-family residence on Lot B, the detached garage on Lot C, and the gravel driveways is either infiltrated or dispersed onsite. No other drainage infrastructure is known to exist on the site. 2.3 Site Soils and Ground Cover Julian Liu of Liu and Associates, Inc. performed soil explorations at the project site on January 16, 2013 including three test pits to depths of 5.5 to 8 feet. Test pit locations are shown on the Geotechnical Memorandum in APPENDIX A. Loose organic topsoil 6 to 12 inches thick was found covering the site except in test pit 1 where about 2 feet of loose to medium dense fill was found covering the relic topsoil. Beneath the topsoil or relic topsoil is a 1.5 to 3.2 feet thick layer of brown to light -brown, silty to slightly silty, fine sand with a trace to some gravel. Fresh Vashon till deposits of very -dense, weakly -cemented, gravelly, silty fine sand was found underlying the weathered soil to the depths explored. See TABLE 1 for existing ground cover. In addition, Liu and Associates, Inc. performed two small-scale Pilot Infiltration Tests (PITs) in 2017 and the results are summarized in a report dated August 25, 2017.One infiltration test was performed near the proposed infiltration trench on Lot B and the other infiltration test was performed near the proposed infiltration trench for Lot C. Three previous test pits were dug at the site including one in the location of the proposed private access road and the soils encountered were consistent within all explorations. Both infiltration tests yielded a measured infiltration rate of 2.0 inches per hour which, after applying the proper correction factors, results in a design infiltration rate of 0.58 inches per hour. Julian Liu stated in an email dated July 12, 2018, that "The bottom of infiltration test pits was within inches of the glacial till deposit and this deposit was of much lower infiltration rate than the overlying weathered soils. Therefore, the underlying glacial till deposit would (be) the critical soil layer which governs the rate water in test pits could infiltrate into the ground. Therefore, it is my opinion that the test results were representative of the infiltration rate of the underlying glacial till deposit." See APPENDIX A for the original geotechnical report and the updated infiltration report in their entirety. 2.4 Critical Areas There are no critical areas on the site such as high erosion risk areas, wetlands, streams, or steep slopes (potential landslide areas). 2.5 Adjacent Areas and Existing Development Single-family residences border the project site on all sides. Within the project limits, Lot A (the east lot) includes an existing single-family residence that will remain. Lot B (the southwest lot) contains a single-family residence which will be demolished as a part of this project. Likewise, Lot C contains an existing garage that is to be demolished as a part of this project. 2.6 Existing Stormwater Facilities Stormwater runoff from the roof of the house on Lot A is collected and routed to a drywell located in the southern portion of the lot. The drywell and associated drainage system for Lot A will remain intact and will not be altered in any way as a part of this project. It is likely that the drainage from the existing single-family residence on Lot B, the detached garage on Lot C, and 20180815_10723 235th Pl SW Edmonds_ Drainage Report Rev 1 Page 5 M Drainage Report —Rev 1 Lindberg Short Plat —10723 2351h Pl W August 2018 The areas in TABLE 1 were determined by area measurements in AutoCAD from a topographic survey performed on February 7, 2013. As shown in TABLE 1, the developed -site impervious surfaces total 28,574 SF of which 17,856 SF is new and replaced. Of the 28,574 SF of impervious surface, there is 9,977 SF of PGIS, of which 6,487 SF is new and replaced. The PGIS on the developed site comprised of the proposed private access road, existing driveway/parking areas on Lot A, and the private driveways for Lot B and Lot C. 1.5 Predeveloped Stormwater Runoff Conditions Stormwater runoff from the roof of the house on Lot A is collected and routed to a drywell located in the southern portion of the lot. The drywell and associated drainage system for Lot A will remain intact and will not be altered in any way as a part of this project. It is likely that the drainage from the existing single-family residence on Lot B, the detached garage on Lot C, and the gravel driveways is either infiltrated or dispersed onsite. No other drainage infrastructure is known to exist on the site. 1.6 Postdeveloped Stormwater Runoff Conditions The developed site stormwater will be collected in a variety of ways. The drywell and associated roof drainage system for Lot A will remain intact and will not be altered in any way as a part of this project. However, a portion of the existing driveway/parking area for Lot A (approximately 2,250 SF) will be collected in an infiltration trench in which the top of the trench is flush with the edge of the existing driveway and therefore stormwater will sheet flow from the driveway into the trench. Two infiltration trenches will be constructed on Lot B and Lot C (one on each lot) as a part of this project and have been sized to fully infiltrate stormwater from an impervious surface area equal to 70% of the total lot area, according to a full period of data from the approved continuous modeling program WWHM2012. Lastly, the stormwater from the proposed private access road will be captured in multiple catch basin and routed to three infiltration trenches located beneath the private access road. The drainage system improvements are shown in the Site Plans included in APPENDIX D. See Section 5.4 of this report for additional information on the proposed infiltration trenches. 1.7 Site Map The Site Plan has been attached in APPENDIX D and contains all requirements set forth in the Stormwater Manual. 2. EXISTING CONDITIONS SUMMARY 2.1 Site Topography The topography of the project site slopes from east to west between 3% and 6%. The low point of the site lies at the west boundary of the site near the south edge of lot B. The developed topography of the site can be seen on the Grading Plan submitted with the Project Plans submitted under separate cover, but generally mimics the topography of the predeveloped site. 2.2 Existing Drainage Patterns Stormwater runoff from the roof of the house on Lot A is collected and routed to a drywell located in the southern portion of the lot. The drywell and associated drainage system for Lot A 20180815_10723 235th PI SW Edmonds_ Drainage Report _Rev 1 Page 4 Drainage Report — Rev 1 Lindberg Short Plat —10723 2351h Pl W TABLE 1 Project Site Area and Size of Improvements 2018 Project Site Areas Existing Develo ed SF Acres SF Acres Lot A Impervious Surfaces (non PGIS) 7,261 0.167 7,261 0.167 Pollution Generating Impervious Surface (PGIS) 2,985 0.069 3,018 0.069 Pervious Surfaces 6,784 0.156 3,766 0.086 Total Lot A Impervious Surface 10,246 0.235 10,279 0.236 Total Lot A Area 14,045 0.322 14,045 0.322 Lot B Impervious Surfaces (non PGIS)* 2,610 0.060 5,713 0.131 Pollution Generating Impervious Surface (PGIS) 261 0.006 787 0.018 Pervious Surfaces 7,507 0.172 2,786 0.064 Total Lot B Impervious Surface 2,871 0.066 6,500 0.149 Total Lot B Area 9,285 0.213 9,285 0.213 Lot C Impervious Surfaces (non PGIS)" 1,338 0.031 5,624 0.129 Pollution Generating Impervious Surface (PGIS) 1,454 0.033 Pervious Surfaces 7,620 0.175 3,033 0.070 Total Lot C Impervious Surface 1,338 0.031 7,078 0.162 Total Lot C Area 10,111 0.232 10,111 0.232 Private Access Road + Lot B Access Easement PGIS (Gravel) 4,830 0.111 472 0.011 PGIS (Asphalt Access Road) 4,246 0.097 Pervious Surfaces 665 777 0.018 Total PAR + Lot B Access Easement Imp. Surface 4,830 4,718 Total PAR + Lot B Access Easement Area 5,495 5,495 Total Pervious Area 22,897 0.526 10,362 0.238 Total Impervious Surface 16,039 0.368 28,574 0.656 Total New Plus Replaced Impervious Surface 17,856 0.410 Total PGIS 8,076 0.185 9,977 0.229 Total New Plus Replaced PGIS 6,487 0.149 Total Site Area 38,936 0.894 38,936 0.894 * The total impervious surface area on Lot B and Lot C are assumed to be 70% of the total lot area. The PGIS area listed for Lot B and Lot C are the private driveway areas shown on the Site Plan in APPENDIX D. The private driveway configurations and areas for Lot B and Lot C can change during the Building Permit phase as long as the total impervious surface on each lot does not exceed 70% of the total lot area, which is 6,500 SF for Lot B and 7,078 SF for Lot C. In addition, runoff from all impervious surfaces on Lot B and Lot C must be collected and routed to the proposed infiltration trenches on the corresponding lots. 20180815_10723 235th PI SW Edmonds_ Drainage Report_Rev 1 Page 3 Drainage Report — Rev 1 Lindberg Short Plat —10723 235th Pl W August 2018 future development of a single-family residence. Likewise, improvements to Lot C include the demolition of an existing garage and the construction of a private asphalt driveway, an infiltration trench, and utility stubs to the lot for future development of a single-family residence. Lot A will remain mainly undisturbed but will receive approximately 33 SF of new asphalt paving to connect the proposed private access road to the existing private driveway/parking area on the lot. In addition, a small infiltration trench will be constructed on the west property line of Lot A to capture and mitigate runoff from a portion of the existing driveway/parking area on the lot. 1.2 Predeveloped Site Conditions The predeveloped site contains a gravel access road and two single family residences along with a detached garage. The detached garage and one single-family residence (on newly created Lot B) will be demolished as a part of this project. The remainder of the site is lawn and other natural vegetation. TABLE 1 summarizes the existing site conditions and land cover. The drainage basin is the project limits as no offsite flow appears to enter the site. 1.3 Developed Site Conditions The developed site conditions, shown in the project plans submitted under separate cover, will include a new 4,246 SF asphalt private access road which will provide access to all three lots within the short plat as well as two existing lots. Stormwater runoff from the private access road will be routed to three infiltration trenches located beneath the private access road. The roof runoff from the house on Lot A is currently routed to an infiltration drywell located in the southern portion of Lot A and will remain as is since no improvements will be made to the existing house. Stormwater runoff for Lot B and Lot C will be routed to two infiltration trenches (one trench serving each lot) which have been sized to fully infiltrate stormwater from an impervious surface area equal to 70% of the total lot area, according to a full period of data from the approved continuous modeling program W"M2012. See Section 5.4 for additional information on the infiltration trench sizing. TABLE 1 summarizes the developed site conditions and land cover. 1.4 Site Area and Size of Improvements The project site is a 0.894-acre area located just off the east end of Robbers Roost Road and is categorized as a Category 2 project site since it will result in greater than 5,000 SF of new plus replaced hard surface. The drainage basin for the project site is the site itself plus a small portion of Robbers Roost Road (approximately 505 SF) which will flow onto the site. The surrounding parcels do not appear to flow onto the site. The site area and size of improvements are shown in the project plans and summarized in TABLE 1. While TABLE 1 does not include the 505 SF of impervious surface from Robbers Roost Rd that flows onto the site, that area is included in all applicable stormwater calculations. See APPENDIX D for the Site Plan of the project. 20180815_10723 235th Pl SW Edmonds_ Drainage Report Rev 1 Page 2 Drainage Report — Rev 1 Lindberg Short Plat —10723 2351h Pl W August 2018 1. PROJECT OVERVIEW The project is located at 10723 235" PI W in Edmonds, WA, and is parcel number 27033600201300. The project involves the construction of an asphalt driveway within a 3-lot short plat. An existing single-family residence on newly created Lot A will remain, while an existing single-family residence on newly created Lot B and an existing garage on newly created Lot C will be removed. Additional improvements include drainage facilities, water, sewer, dry utilities, and site -wide grading for the private access road, Lot B, and Lot C. The project site is surrounded by single family residences on all sides and is located at the west end of Robbers Roost Rd. The project location is shown in FIGURE 1. The City of Edmonds has adopted the 2012 Washington State Department of Ecology Stormwater Management Manual for the Puget Sound Basin (2014 amended), with City of Edmonds amendments in the City's 2017 Stormwater Code Supplement; the combination of which is herein referred to as The Stormwater Manual. This report follows the Stormwater Site Plan requirements as stipulated in The Stormwater Manual. FIGURE 1 Site Location 1.1 General Description of Project The developed site will include a new 4,246 SF asphalt private access road which will provide vehicular access to all lots created within the short plat in addition to two existing lots. Improvements to Lot B include the demolition of an existing single-family residence and the construction of private asphalt driveway, an infiltration trench, and utility stubs to the lot for 20180815_10723 235th PI SW Edmonds —Drainage Repoq_Rev 1 Page 1 Drainage Report — Rev 1 Lindberg Short Plat —10723 235th PI W August 2018 APPENDICES APPENDIX A Geotechnical Memorandum APPENDIX B Operation and Maintenance Manual APPENDIX C Temporary Erosion and Sediment Control Plan APPENDIX D Site Plans APPENDIX E WWHM2012 Modeling Results APPENDIX F King County Site Improvement Bond Quantity Worksheet LIST OF TABLES TABLE 1 Project Site Area and Size of Improvements.........................................................3 TABLE 2 Facilities Summary.............................................................................................11 TABLE3 WWHM Areas....................................................................................................12 TABLE 4 Proposed ESC Measures.....................................................................................16 LIST OF FIGURES FIGURE1 Site Location........................................................................................................I 20180815_10723 235th P1 SW Edmonds_ Drainage Report_Rev 1 Page iv Drainage Report - Rev 1 Lindberg Short Plat -10723 235th Pl W August 2018 TABLE OF CONTENTS 1. Project Overview..........................................................................................................1 1.1 General Description of Project......................................................................................1 1.2 Predeveloped Site Conditions.......................................................................................2 1.3 Developed Site Conditions............................................................................................2 1.4 Site Area and Size of Improvements.............................................................................2 1.5 Predeveloped Stormwater Runoff Conditions...............................................................4 1.6 Postdeveloped Stormwater Runoff Conditions..............................................................4 1.7 Site Map.......................................................................................................................4 2. Existing conditions summary........................................................................................4 2.1 Site Topography...........................................................................................................4 2.2 Existing Drainage Patterns............................................................................................4 2.3 Site Soils and Ground Cover.........................................................................................5 2.4 Critical Areas................................................................................................................5 2.5 Adjacent Areas and Existing Development...................................................................5 2.6 Existing Stormwater Facilities......................................................................................5 2.7 Adjacent On and Off -Site Utilities................................................................................6 3. Offsite Analysis............................................................................................................6 4. Applicable minimum requirements...............................................................................8 4.1 Minimum Requirement #1: Preparation of Stormwater Site Plans.................................8 4.2 Minimum Requirement #2: Construction Stormwater Pollution Prevention Plan (S WPPP)......................................................................................................................8 4.3 Minimum Requirement #3: Source Control of Pollution...............................................8 4.4 Minimum Requirement #4: Preservation of Natural Drainage Systems and Outfalls .....8 4.5 Minimum Requirement #5: On -Site Stormwater Management......................................8 4.6 Minimum Requirement #6: Runoff Treatment..............................................................9 4.7 Minimum Requirement #7: Flow Control.....................................................................9 4.8 Minimum Requirement #8: Wetland Protection............................................................9 4.9 Minimum Requirement #9: Operation and Maintenance...............................................9 5. Permanent Stormwater Control Plan.............................................................................9 5.1 Existing Site Hydrology..............................................................................................10 5.2 Developed Site Hydrology..........................................................................................10 5.3 Performance Standards and Goals...............................................................................10 5.4 Flow Control System..................................................................................................11 5.4.1 Modeling...............................................................................................................11 5.5 Water Quality System.................................................................................................13 6. Construction Stormwater Pollution Prevention Plan....................................................14 7. Operation and Maintenance........................................................................................17 8. Bonds.........................................................................................................................17 20180815_10723 235th PI SW Edmonds_ Drainage Report _Rev 1 Page iii Drainage Report — Rev 1 Lindberz Short Plat —10723 2351h Pl W QUICK REFERENCE PROJECT INFORMATION General Project Information st 2018 Project Description Demolition of an existing single-family residence and shed and the construction of an asphalt private access road within a 3-lot short plat. Improvements include drainage, paving, sewer, water, dry utilities, and site grading. Project Address 10723 235" PI W Edmonds, WA 98020 Project Size Site = 38,936 SF (0.894 acres) Site Disturbance = 22,400 SF (.514 acres Owner/Developer Owner: Randy Lindberg, Contractor: Shaun Leiser SCL Enterprises Consulting Engineer Tim Gabelein, PE Davido Consulting Group, Inc. 15029 Bothell Way NE, Suite 600 Lake Forest Park, WA 98155 Phone: (206) 523-0024 ext. 105 Drainage Drainage 2012 DOE Stormwater Management Manual for Western Washington Requirements (as Amended in December 2014) and City of Edmonds amendments in the 2017 Stormwater Code Supplement (the combination of which is hereafter known as "The Stormwater Manual". While this project is vested under the 2005 Washington State DOE Manual and City of Edmonds amendments in the 2010 Stormwater Code Supplement, it has decided to comply with the updated stormwater code. Lot Area & Predeveloped Conditions: Redeveloped Conditions: Land Cover Impervious Surface = 16,039 SF Total Impervious = 28,574 SF Summary Pervious Surface = 22,897 SF (Assumes 70% impervious surface Total = 38,936 SF (0.894 Acres) coverage on Lot B and Lot C) PGIS = 6,487 SF Pervious Surface = 10,362 SF Total = 38,936 SF (0.894 Acres) Soils A soils analysis performed by Julian Liu on January 16, 2013 shows fill soils from a depth of 0.5 to 3.5 feet underlain by silty, fine sand. See section 2.3 for additional soils information including design infiltration rates. Offsite Analysis Level I offsite analysis see Section 3 Drainage • Infiltration Trenches w/ Engineered Soils Layer Improvements Erosion Control TESC plan required per The Stormwater Manual. TESC measures Measures include storm drain inlet protection, perimeter protection, construction entrance, construction fencing and street cleaning. 20180815_10723 235th P1 SW Edmonds —Drainage Report _Rev 1 Page ii Drainage Report — Rev 1 Lindberg Short Plat —10723 235th PI W August 2018 CERTIFICATE OF ENGINEER The technical material and data contained within this report has been prepared by or under the direction of the following registered professional engineer(s), licensed in accordance with the laws of the State of Washington to practice in the State of Washington. ed o 20180815_10723 235th PI SW Edmonds_ Drainage Repon_Rev 1 Page i August 2018 Client: Randy Lindberg 10723 235th PI W Edmonds, WA 98020 For Submittal to: DAVIDO CONSULTING GROUP, INC. City of Edmonds CIVIL ■ STRUCTURAL ■ LAND USE B. Drainage Report for Short Plat by DCG, Inc. Insight Engineering Co. - Stormwater Site Plan -22- 10/07/ 19 C233: Silt Fence BMP C234: Vegetated Strip Insight Engineering Co. - Stormwater Site Plan -21- 10/07/19 temporary erosion and sediment control BMPs shall be removed within 30 days after the final site stabilization is achieved or after the temporary BMPs are no longer needed. Trapped sediment shall be removed or stabilized on site. Disturbed soil resulting from removal of BMPs or vegetation shall be permanently stabilized. Element #12 — Manage the Project Erosion and sediment control BMPs for this project have been designed based on the following principles: Design the project to fit the existing topography, soils, and drainage patterns; Emphasize erosion control rather than sediment control; Minimize the extent and duration of the area exposed; Keep runoff velocities low; Retain sediment on site; Thoroughly monitor site and maintain all ESC measures and Schedule major earthwork during the dry season. The SWPPP shall be modified as necessary to include additional or modified BMPs designed to correct problems identified. Revisions to the SWPPP shall be completed within seven (7) days following the inspection. Element #13 — Protect On -site Stormwater Management BMPs for Runoff from Roofs and Other Hard Surfaces On -site stormwater management BMPs used for runoff from roofs and other hard surfaces include: full dispersion, roof downspout full infiltration or dispersion systems, perforated stubout connections, rain gardens, bioretention systems, permeable pavement, sheetflow dispersion, and concentrated flow dispersion. The areas on the site to be used for these BMPs shall be protected from siltation and compaction during construction by sequencing the construction in a fashion to install these BMPs at the latter part of the construction grading operations, by excluding equipment from the BMPS and the associated areas, and by using the erosion and sedimentation control BMPs listed below. Additional requirements for protecting these BMPs during the construction process, testing functionality, and restoring functionality are needed at the final stage of the construction process. Relevant BMPs BMP C102: Buffer Zone BMP C103: High Visibility Fence BMP C200: Interceptor Dike and Swale BMP C201: Grass -lined Channels BMP C207: Check Dams BMP C208: Triangular Silt Dike BMP C231: Brush Barrier BMP Insight Engineering Co. - Stormwater Site Plan -20- 10/07/19 Element #5 — Stabilize Soils Exposed and un-worked soils shall be stabilized with the application of effective BMPs to prevent erosion throughout the life of the project. Apply temporary hydro -seed to exposed and un-worked soils, according to the approved construction plans, as needed to prevent erosion during site grading. Apply permanent hydro -seed to areas at final grade as site grading is completed. Apply mulching to exposed and un-worked soils, according to the approved construction plans, as needed to prevent erosion during site grading. Maintain until site grading is completed and permanent hydro -seed is applied. Cover stockpiles with plastic sheeting, according to the approved construction plans, as needed to prevent erosion during site grading. Maintain until stockpiles are removed from site. Element #6 — Protect Slopes All cut and fill slopes will be designed, constructed, and protected in a manner than minimizes erosion. The following specific BMPs will be used to protect slopes for this project. Element #7 — Protect Drain Inlets All storm drain inlets and culverts made operable during construction shall be protected to prevent unfiltered or untreated water from entering the drainage conveyance system. However, the first priority is to keep all access roads clean of sediment and keep street wash water separate from entering storm drains until treatment can be provided. Element #8 — Stabilize Channels and Outlets Where site runoff is to be conveyed in channels, or discharged to a stream or some other natural drainage point, efforts will be taken to prevent downstream erosion. Element #9 — Control Pollutants All pollutants, including waste materials and demolition debris, that occur onsite shall be handled and disposed of in a manner that does not cause contamination of stormwater. Good housekeeping and preventative measures will be taken to ensure that the site will be kept clean, well organized, and free of debris. Element #10 — Control Dewatering There will be no dewatering expected as part of this proposal. If it occurs, Baker tanks will be used for dewatering. Element #11 —Maintain BMPs All temporary and permanent erosion and sediment control BMPs shall be maintained and repaired as needed to assure continued performance of their intended function. Maintenance and repair shall be conducted in accordance with each particular BMP's specifications. Visual monitoring of the BMPs will be conducted at least once every calendar week and within 24 hours of any rainfall event that causes a discharge from the site. If the site becomes inactive, and is temporarily stabilized, the inspection frequency will be reduced to once every month. All Insight Engineering Co. - Stormwater Site Plan -19- 1. Implement Best Management Practices (BMPs) to prevent erosion and sedimentation, and to identify, reduce, eliminate or prevent stormwater contamination and water pollution from construction activity. 2. Prevent violations of surface water quality, ground water quality, or sediment management standards. Prevent, during the construction phase, adverse water quality impacts including impacts on beneficial uses of the receiving water by controlling peak flow rates and volumes of stormwater runoff at the Permittee's outfalls and downstream of the outfalls. This SWPPP was prepared using the Ecology SWPPP Template. This SWPPP was prepared based on the requirements set forth in the Construction Stormwater General Permit and in the Stormwater Management Manual for Western Washington (SWMMWW 2005). The 13 BMP Elements Element #1— Mark Clearing Limits To protect adjacent properties and to reduce the area of soil exposed to construction, the limits of construction will be clearly marked before land -disturbing activities begin. Element #2 — Establish Construction Access Construction access or activities occurring on unpaved areas shall be minimized, yet where necessary, access points shall be stabilized to minimize the tracking of sediment onto public roads, and wheel washing, street sweeping, and street cleaning shall be employed to prevent sediment from entering state waters. Install the temporary construction entrance, according to the approved construction plans, prior to any clearing or grading activities. Maintain until the access road is paved. Element #3 — Control Flow Rates In order to protect the properties and waterways downstream of the project site, stormwater discharges from the site will be controlled. In general, discharge rates of stormwater from the site will be controlled where increases in impervious area or soil compaction during construction could lead to downstream erosion, or where necessary to meet local agency stormwater discharge requirements. Element #4 — Install Sediment Controls Install silt fencing, according to the approved plans, prior to any clearing or grading activities. Maintain until all construction activities are completed. Install catch basin filters, according to the approved construction plans, as catch basins become operable. Maintain until all construction activities are completed. Insight Engineering Co. - Stormwater Site Plan -18- 10/07/19 A. Stonnwater Pollution Prevention Plan This Stormwater Pollution Prevention Plan (SWPPP) has been prepared as part of the Construction stormwater permit requirements for the project 235th SFR in located at 10723 2351, PI SW Edmonds, Washington.. Itis located in Section 36, Township 27 North, and Range 3 East of the Willamette Meridian in Snohomish County, Washington. The site area is 0.25 Acres. The site is currently cleared and undeveloped with residential landscaping. The site contains one drainage basin that slopes to the west. Please refer to the downstream analysis map for more details. There are no critical areas located on the site. Per NRCS survey of Snohomish County, the project site contains Alderwood soils that have a hydrologic classification of Type "C". Please refer to the soils map and descriptions attached later in this report for more details. The project site is zoned as RS-8. The proposal is to construct a new single-family home with a roof area of 3,089 SF, and a driveway off a private access road. The access to the home will be provided from a private access drive connecting to 235th PI SW. The total new and replaced hard surface area will be 3,764 SF. Per ECDC 18.30.060.D.5.d Minimum Requirement #5: On -site Stormwater Management, the following BMP's must be considered in the following order: Full Dispersion or Full Infiltration, Rain Gardens or Bioretention, Downspout Dispersion Systems, Perforated Stub - out Connections, and Detention Vaults or Pipes. Full infiltration was the first BMP deemed feasible and will be implemented using an infiltration trench. The roof drains and will be connected to an infiltration trench located in the western portion of the site. The driveway area will be directed to sheet flow into a catch basin and enter the infiltration trench. The infiltration trench has been previously sized to account for 70-percent impervious coverage of the lot area. For details on the sizing of the infiltration trench please refer to the drainage report per file PLN-20130031 or Appendix B of this report. Post -Construction Soil Quality and Depth BMP T.5.13 is proposed to provide onsite stormwater management for the pervious areas of the site. The purpose of this SWPPP is to describe the proposed construction activities and all temporary and permanent erosion and sediment control (TESC) measures, pollution prevention measures, inspection/monitoring activities, and recordkeeping that will be implemented during the proposed construction project. The objectives of the SWPPP are to: Insight Engineering Co. - Stormwater Site Plan -17- 10/07/19 6.0 Appendix A. Stormwater Pollution Prevention Plan B. Drainage Report for Short Plat by DCG, Inc. Insight Engineering Co. - Storm. water Site Plan -16- 1 r `o7t 19 5.0 Site Hydraulic Conditions to Determine Flow Control Constraints Per NRCS survey of Snohomish County, the project site contains Alderwood soils that have a hydrologic classification of Type "C". Site Area= 0.23 Acres (10,112 SF) 5.1 Existing Basin Summary Study Area = 0.25 Acres Total Area included in the Analysis = 0.25 Acres Pervious: Pervious Area (Lawn) = 0.25 Acres 5.2 Developed Basin Summary Study Area = 0.23 Acres Total Area included in the Analysis = 0.23 Acres Impervious: Roof Area = 0.07 Acres (3,089 SF) Driveway (Proposed) = 0.02 Acres ( 675 SF) Driveway (Shared Existing) = 0.03 Acres (1,450 SF) Total Impervious = 0.12 Acres (5,214 SF) Pervious: Pervious Area (Lawn)= 0.25 - 0.12 = 0.13 Acres An infiltration trench has been previously sized to account for 70-percent impervious coverage of the lot area per PLN-20130031. Total Site Area = 10,943 SF Total Impervious = 5,214 SF Site Impervious Coverage: 5,214 / 10,943 = 47.65% 47.65% < 70% therefore the trench will be capable of achieving full infiltration for the site. Insight Engineering Co. - Stormwater Site Plan -15- 10/07/19 4.0 Developed Conditions The proposed project 235th SFR is located at 10723 235" PI SW Edmonds, Washington. More generally, the site is in Section 36, Township 27 North, and Range 3 East of the Willamette Meridian in Snohomish County, Washington. Per NRCS survey of Snohomish County, the project site contains Alderwood soils that have a hydrologic classification of Type "C". The project site is zoned as RS-8. The proposal is to construct a new single-family home with a roof area of 3,089 SF, and a driveway off a private access road. The access to the home will be provided . Per ECDC 18.30.060.D.5.d Minimum Requirement #5: On -site Stormwater Management, the following BMP's must be considered in the following order: Full Dispersion or Full Infiltration, Rain Gardens or Bioretention, Downspout Dispersion Systems, Perforated Stub -out Connections, and Detention Vaults or Pipes. Full infiltration was the first BMP deemed feasible and will be implemented using an infiltration trench. The roof drains and will be connected to an infiltration trench located in the western portion of the site. The driveway area will be directed to sheet flow into a catch basin and enter the infiltration trench. The infiltration trench has been previously sized to account for 70-percent impervious coverage of the lot area. For details on the sizing of the infiltration trench please refer to the drainage report per file PLN-20130031 or included in Appendix B of this report. Post -Construction Soil Quality and Depth BMP T.5.13 is proposed to provide onsite stormwater management for the pervious areas of the site. . Insight Engineering Co. - Stormwater Site Plan 10/07/19 -14- 3.0 Offsite Analysis For the offsite analysis please refer to the drainage report previously approved for the site per file PLN-20130031 also included in Appendix B of this report. Insight Engineering Co. - Stormwater Site Plan -13- 10/07/ 19 Norma, undrained Percent of map unit: 5 percent Landform: Depressions Hydric soil rating: Yes Terric medisaurists, undrained Percent of map unit: 5 percent Landform: Depressions Hydric soil rating: Yes Insight Engineering Co. - Stormwater Site Plan -12- 10/0711 g Snohomish County Area, Washington 5—Alderwood-Urban land complex, 2 to 8 percent slopes Map Unit Setting • National map unit symbol: 2hz9 • Elevation: 50 to 800 feet • Mean annual precipitation: 25 to 60 inches • Mean annual air temperature: 48 to 52 degrees F • Frost -free period: 180 to 220 days • Farmland classification: Not prime farmland Map Unit Composition • Alderwood and similar soils: 60 percent • Urban land: 25 percent • Minor components: 15 percent • Estimates are based on observations, descriptions, and transects of the mapunit. Description of Alderwood Setting • Landform: Till plains • Parent material: Basal till Typical profile • HI - 0 to 7 inches: gravelly ashy sandy loam • H2 - 7 to 35 inches: very gravelly ashy sandy loam • H3 - 35 to 60 inches: gravelly sandy loam Properties and qualities • Slope: 2 to 8 percent • Depth to restrictive feature: 20 to 40 inches to densic material • Natural drainage class: Moderately well drained • Capacity of the most limiting layer to transmit water (Ksat): Very low to moderately low (0.00 to 0.06 in/hr) • Depth to water table: About 18 to 36 inches • Frequency of flooding: None • Frequency of ponding: None • Available water storage in profile: Low (about 3.0 inches) Interpretive aroups • Land capability classification (irrigated): None specified • Land capability classification (nonirrigated): 4s • Hydrologic Soil Group: B • Forage suitability group: Limited Depth Soils (G002XN302WA) • Hydric soil rating: No Minor Components Mckenna • Percent of map unit: 5 percent • Landform: Depressions • Hydric soil rating: Yes Insight Engineering Co. - Stormwater Site Plan 10/07/19 FIGURE 2. SOIL MAP SOILS LEGEND 5— Alderwood-Urban land complex, 2 to 8 percent slopes IECJ INSIGHT ENGINEERING CO P.O. Box 1478 Everett, WA 98206 425-303-9363, 425-303-9362 f. Info@insightengineering.net Figure 2 - Soil Map 235th SFR Edmonds, Washington SCALE: DATE: 10/7/19 JOB #: 18-0969 NONE FILE NAME: BY: RJK 1 18-0969/ doc/Stormwater Site Plan Insight Engineering Co. - Stormwater Site Plan -10- 10/07/ 19 2.0 Existing Conditions The proposed project 235th SFR is located at 10723 235" PI SW Edmonds, Washington. More generally, the site is in Section 36, Township 27 North, and Range 3 East of the Willamette Meridian in Snohomish County, Washington. The site area is 0.25 Acres. The site is currently cleared and undeveloped with residential landscaping. The site contains one drainage basin that slopes to the west. Please refer to the downstream analysis map for more details. There are no critical areas located on the site. Per NRCS survey of Snohomish County, the project site contains Alderwood soils that have a hydrologic classification of Type "C". Please refer to the soils map and descriptions attached later in this report for more details. Insight Engineering Co. - Stormwater Site Plan 10/07/19 -9- Soil Quality and Depth BMP T.5.13 is proposed to provide onsite stormwater management for the pervious areas of the site. Insight Engineering Co. - Stormwater Site Plan 1 Q/Q7119 - 8 - 1.1 Minimum Requirements Summary MR Minimum Requirement SWPPP : Stormwater Pollution Prevention Plan MR #1 Stormwater Site Plan Narrative: The Stormwater Site Plan preparation follows the City of Edmonds 2017 requirements and in accordance with DOE's 2014 SWMMWW. Refer to the executive summary within Section 1.0. MR #2 SWPPP Narrative: A SWPPP has been included in the Appendix A under Section 6. MR #3 Water Pollution Source Control for New Development: No source control pollutants pertain to the proposed single-family project, therefore no BMP's are required for the project. MR #4 Preservation of Natural Drainage Systems and Outfalls: The roof, driveways and the yard drains will be connected to the existing drainage system along Edmonds St through a catch basin to continue the natural drainage path of the site. BMP T5. 13 Post -Construction Soil Quality and Depth is proposed for additional stormwater management for the site. MR #5 Onsite Stormwater Management: Per ECDC 18.30.060.D.5.d Minimum Requirement #5: On -site Stormwater Management, the following BMP's must be considered in the following order: Full Dispersion or Full Infiltration, Rain Gardens or Bioretention, Downspout Dispersion Systems, Perforated Stub -out Connections, and Detention Vaults or Pipes. Full infiltration was the first BMP deemed feasible and will be implemented using an infiltration trench. The roof drains and will be connected to an infiltration trench located in the western portion of the site. The driveway area will be directed to sheet flow into a catch basin and enter the infiltration trench. The infiltration trench has been previously sized to account for 70-percent impervious coverage of the lot area. For details on the sizing of the infiltration trench please refer to the drainage report per file PLN-20130031 or included in Appendix B of this report. Post -Construction Insight Engineering Co. - Stormwater Site Plan 10/07/19 -7- FIGURE]. VICINITYMAP a I p i d I r a u u �i u r I I 1 Sill", p u y i i! V 1 I I 1 I Taken from Snohomish County PDS F__4we 1 -Vicinity May lob 235th SFR Edmonds, Washington INSIGHT ENGINEERING CO. P.O. Box 1478Everett, WA98206 SCALE: DATE 10/7/19 JOB#: 18-0969 NTS 425-303-9363, 425-303-9362 f. Info@insightengineering.net Bl' FILE NAME: R.IK 18-0969/doc/Stormwater Site Plan Insight Engineering Co. - Stormwater Site Plan -6- 10/07/19 IECC� INSIGHT ENGINEERING CO. Applicant: Kjell Lindberg 16000 Christensen Rd Suite 150 Seattle, WA 98188 STORMWATER SITE PLAN For 235th SFR — Lot B Prepared for The City of Edmonds 121 5th Ave N Edmonds, WA 98020 425-771-0220 Project Site Location: 10723 235t" Pl SW Edmonds, WA 98020 Tax Id: 27033600201300 IECO Project: 18-0969 COMPLIES WIiH APPLICABLE CIIY��OMWATACODE D Contact: IECO P.O. Box 1478 Everett, WA98206 425-303-9363 Certified Erosion and Sedimentation Control Lead: To be named by contractor f5 LD 2D 1 _ ! Stormwater Site Plan Prepared By: Ryan J. Korte Stormwater Site Plan Preparation Date: July 18, 2019 Date Revised: October 7, 2019 Approximate Construction Date: October 21, 2019 P.O Box 1478 *Everett, WA98206• P: 425.303.9363 info@insightengineering.net 1010712019 OCT 15 2019 DEPARTMENT W QF EpMONDa TABLE OF CONTENTS 1.0 Executive Summary................................................................................................................3 1. l Minimum Requirements Summary..............................................................................................7 2.0 Existing Conditions.................................................................................................................8 3.0 Offsite Analysis.....................................................................................................................13 4.0 Developed Conditions..........................................................................................................14 5.0 Site Hydraulic Analysis.........................................................................................................15 5.1 Existing Basin Summary............................................................................................................15 5.2 Developed Basin Summary........................................................................................................15 6.0 Appendix...............................................................................................................................16 Figures Figure1- Vicinity Map.................................................................................................................6 Figure2 - Soil Map......................................................................................................................10 Insight Engineering Co. - Stormwater Site Plan -1- WHIMMI Acronyms and Abbreviations BLA Boundary Line Adjustment BMP Best Management Practices DOE Department of Ecology ECDC Edmonds Community Development Code EDDS Engineering Design and Development Standards ESC Erosion and Sediment Control IECO Insight Engineering Company MR Minimum Requirement SWPPP Stormwater Pollution Prevention Plan SWMMWW Stormwater Management Manual for Western Washington TESC Temporary Erosion and Sediment Control WWHM Western Washington Hydrology Model Insight Engineering Co. - Stormwater Site Plan 10/07/19 -2- 1.0 Executive Summary The proposed project 235th SFR is located at 10723 2351h PI SW Edmonds, Washington. More generally, the site is in Section 36, Township 27 North, and Range 3 East of the Willamette Meridian in Snohomish County, Washington. Please refer to the Vicinity Map attached later in the section. This project is subject to the City of Edmond's 2017 requirements and the requirements defined in DOE's 2014 SWMMWW. The site area is 0.25 Acres. The site is currently cleared and undeveloped with residential landscaping. The site contains one drainage basin that slopes to the west. Please refer to the downstream analysis map for more details. There are no critical areas located on the site. Per NRCS survey of Snohomish County, the project site contains Alderwood soils that have a hydrologic classification of Type "C". Please refer to the soils map and descriptions attached later in this report for more details. The project site is zoned as RS-8. The proposal is to construct a new single-family home with a roof area of 3,089 SF, and a driveway off a private access road. The access to the home will be provided from a private access drive connecting to 2351h Pl SW. The total new and replaced hard surface area will be 3,764 SF. Per Figure 3.1, (Flow Chart for Determining Requirements for Development) from the 2017 Edmonds Stormwater Addendum, Minimum requirements #1 through 5 shall apply for this project. See section 1.1 for Minimum Requirements Summary included later in this report. Per ECDC 18.30.060.D.5.d Minimum Requirement #5: On -site Stormwater Management, the following BMP's must be considered in the following order: Full Dispersion or Full Infiltration, Rain Gardens or Bioretention, Downspout Dispersion Systems, Perforated Stub -out Connections, and Detention Vaults or Pipes. Full infiltration was the first BMP deemed feasible and will be implemented using an infiltration trench. Insight Engineering Co. - Stormwater Site Plan -3- 10/07/19 The roof drains and will be connected to an infiltration trench located in the western portion of the site. The driveway area will be directed to sheet flow into a catch basin and enter the infiltration trench. The infiltration trench has been previously sized to account for 70-percent impervious coverage of the lot area. For details on the sizing of the infiltration trench please refer to the drainage report per file PLN-20130031 or included in Appendix B of this report. Post - Construction Soil Quality and Depth BMP T.5.13 is proposed to provide onsite stormwater management for the pervious areas of the site. Insight Engineering Co. - Stormwater Site Plan 10/07/19 -4- Flow Chart for Determining Requirements for Development. Does the project result in 2,000 square feet, or greater, of new plus replaced hard surface area? OR Does the .land disturbing activity total 7,000 square feet or greater? Yes No Minimum Requirements No. t through 5 apply I Minimum. Requirement No. ? applies Neat tuesd= I Does the project add 5,000 square feet or more of new plus replaced hard surfaces? OR Convert 0.75 acres or more of vegetation to lavm or landscaped areas? OR Convert 2.5 acres or more of native vegetation to pasture? No Yes Is this a road related project? All Minimum Requirements apply to the new and replaced hard. surfaces and converted vegetation areas. All Minimum Rcquircmcnts apply' to the new hard Maces and converted vegetation areas. No ?es Does the project acid 5,000 square feet or No more of new hard sllffaecs? yes Do new hard surfaces add 50"C or more to the existing hard surfaces within the project Limits? t1f'7 I No additional I requirements_ Insight Engineering Co. - Stormwater Site Plan 10107/19 - 5 - L i iK STRUCTURAL CALCULATIONS for the PROPOSED RUEPPELL HOME DESIGN PLAN 3416-B June 18, 2019 Client: MTT Construction, LLC Site: Lindberg Short Plat — Lot B 10723 235th PI W, Edmonds, WA 98020 Calculated bv: Eric L. Rice, PE ELR Engineering 1915 Dayton Ave NE Renton, WA 98056 Phone: (206) 200-8764 Email: elreng33@gmail.com "7MqwpOqIC? ELR Engineerine 1915 Dayton Ave NE Renton, WA 98056 phone: (206) 200-8764 email: elreng33@gmail.com Scope of Work: Project: 3416-B Job No. Figured by: ELR Checked by: Date: 6/18/2019 Sheet: 2 ELR Engineering was asked to provide permit submittal structural calculations for the proposed Rueppell Home Design plan 3416-B for MTT Construction, LLC, LLC. Our structural engineering information is shown in these calculations and on the submitted S-sheets. The information in this report conforms to the 2015 International Building Code as amended by the local jurisdiction. These calculations are applicable and valid only for the site stated on the cover sheet of these calculations. Questions should be addressed to the undersigned. Eric L. Rice, PE ELR Engineering FRONT ELEVATION(3416-B) r +GENERAL STRUCTURAL NOTES (Unless noted otherwise on plans and details) CODES AND SPECIFICATIONS 1. International Building Code (IBC) - 2015 edition with local jurisdiction amendments as applicable 2. ASCE/SEI 7-10 - Minimum Design Loads for Buildings and Other Structures with Supplement No. 1 3. ANSI AWC NDS-2015/AWC SPDWS 2015/AWC WFC M 2015 - National Design Specification for Wood Construction with 2015 NDS Supplement/Special Design Provisions for Wind & Seismic/Wood Frame Construction Manual for One- and Two -Family Dwellings 4. ACI 318-14 - Building Code Requirements for Structural Concrete 5. AISC 360-10/341 -10 - Specification for Structural Steel Buildings/Seismic Provisions for Structural Steel Buildings 6. AWS D1.4/D1.4M-2011/Structural Welding Code 7. TMS 402-2013/ACI 530-13/ASCE 5-13 - Building Code Requirements for Masonry Structures DESIGN CRITERIA 1. Wind - Risk category = Il, Basic wind speed (V) = 110 mph, Wind directionality factor = 0.85, Exposure category = B, Topographic factor Kzt = 1.00, Gust effect factor = 0.85, Enclosure classification = Enclosed, Internal pressure coefficient (GCpi) = t 0.18 2. Seismic - Risk category = Il, Seismic importance factor (►e) = 1.00, Site Class = D, SS = 1.263, S1 = 0.496, SDs = 0.842, SD1 = 0.497, Seismic Design Category = D, Basic seismic -force -resisting system = A.15 per ASCE 7-10 Table 12.2-1, Seismic response coefficient (Cs) = 0.130(orthogonal 1) & 0.130(orthogonal 2), Response modification factor (R) = 6.5(orthogonal 1) & 6.5(orthogonal 2), Design procedure used = Equivalent Lateral Force Procedure 3. Roof - Dead: 15 psf Live: 20 psf Snow: 25 psf (Ps) 4. Floor - Dead: 12 psf (non -truss), Live: 40 psf, 60 psf (deck) 5. Soils - Vertical bearing pressure (capacity): 1500 psf Lateral bearing pressure (capacity): 150 psf/ft of depth Coefficient of friction (capacity): 0.25 (multiplied by dead load) Active design lateral load: 40 psf/ft of depth At -rest design lateral load: 60 psf/ft of depth STRUCTURAL OBSERVATION 1. Structural observation is required only when specifically designated as being required by the registered design professional or the building official. SOIL CONSTRUCTION 1. Extend footings to undisturbed soil or fill compacted to 95% Modified Proctor (ASTM D1557). All construction on fill soils shall be reviewed by a registered geotechnical engineer. All footings shall be 18 inches minimum below adjacent finish grade. It is the contractor's responsibility to verify that the site soils provide the minimum vertical bearing pressure capacity stated above. PIPE PILES 1. Pipe shall conform to ASTM A53 Grade B. Unless noted otherwise, pipe is not required to be galvanized. 2. Pipe shall be driven to refusal and tested (as required) per Geotechnical Engineers requirements. REINFORCED ON R T 1. f'c = 3000 psi(*) at 28 days. Min 5-% sacks of cement per cubic yard of concrete and maximum of 6-3/4 gallons of water per 94 lb. sack of cement. (*) Special inspection is not required - 3000 psi compressive strength is specified for weathering protection only - structural design is based on f'c = 2500 psi. 2. Maximum aggregate size is 7/8-. Maximum slump = 4 inches. 3. All concrete shall be air entrained - 5% minimum / 7% maximum (percent by volume of concrete). 4. Mixing and placement of all concrete shall be in accordance with the IBC and ACI 318. Proportions of aggregate to cement shall be such as to produce a dense, workable mix which can be placed without segregation or excess free surface water. Provide 3/4 inch chamfer on all exposed concrete edges unless otherwise indicated on architectural drawings. 5. No special inspection is required. 6. Vibrate all concrete walls. Segregation of materials shall be prevented. REINFORCING STEEL 1. Concrete reinforcement shall be detailed, fabricated and placed in accordance with ACI 318. t2. Reinforcing steel shall be grade 40 minimum anc 3. Welded wire mesh shall conform to ASTM A185. 4. Reinforcing steel shall be accurately placed and protection for reinforcement shall be provided: deformed billet steel conforming to ASTM A615, adequately secured in position. The following Min Cover Cast against and permanently exposed to earth — 3" Exposed to earth or weather — 1.5" for #5 bar and smaller 2" for #6 bar and larger - Slabs and walls at interior face — 1.5" 5. Lap continuous reinforcing bars 32 bar diameters (11-6- min) in concrete. Corner bars consisting of 32 bar diameter (1,-6,, min) bend shall be provided for all horizontal reinforcement. Lap welded wire mesh edges 1.5 mesh minimum. This criteria applies unless noted otherwise. RETAINING WALLS 1. Concrete floor slabs to be poured and cured and floor framing above shall be complete before backfilling behind retaining walls. TIMBER 1. Unless noted otherwise, all sawn lumber shall be kiln dried and graded/marked in conformance with WCLIB standard grading for west coast lumber. Lumber shall meet the following minimum criteria: 4x and larger: DF #2 (Fb=875 psi) 3x and smaller: HF #2 (Fb=850 psi) or SPF #2 (Fb=875 psi) 2. Wall studs shall be: Bearing walls with 10'-0" maximum stud length 2x4 HF stud grade or btr at 24" (max) oc — carrying only roof and ceiling 2x4 HF stud grade or btr at 16" (max) oc — carrying only one floor, roof and ceiling 2x6 HF stud grade or btr at 24" (max) oc — carrying only one floor, roof and ceiling 2x6 HF stud grade or btr at 16" (max) oc — carrying only two floors, roof and ceiling Non —Bearing walls with maximum stud length noted 2x4 HF stud grade or btr at 24" (max) oc — 10'-0" maximum stud length 2x6 HF stud grade or btr at 24" (max) oc — 15'-0" maximum stud length 3. Provide 4x6 DF2 header over openings not noted otherwise. Provide (1)2x trimmer and (1)2x king header support for clear spans 5'-0" or less. Provide (2)2x trimmer and (1)2x king header support for clear spans exceeding 5'-0". 4. Provide solid blocking in floor space under all posts and wall members connected to holdowns. Orient blocking such that wood grain in blocking is oriented vertically. 5. Provide double floor joists under all partition walls parallel to floor joists and along the perimeter of all diaphragm openings. 6. Provide double blocking between floor joists under all partition walls perpendicular to floor joists. WOOD CONNECTORS FASTENERS AND PRESSURE TREATED WOOD 1. All wood connectors shall be Simpson or approved equal. 2. All nails shall be common wire nails unless noted otherwise. 3. All nailing shall meet the minimum nailing requirements of Table 2304.10.1 of the International Building Code. 4. All wood in contact with ground or concrete to be pressure —treated with a wood preservative. 5. Wood used above ground shall be pressure treated in accordance with AWPA U1 for the following conditions: a) Joists, girders, and subfloors that are closer than 18" to exposed ground in crawl spaces or unexcavated areas located within the perimeter of the building foundation. b) Wood framing including sheathing that rest on exterior foundation walls and are less than 8 inches from exposed earth. c) Sleepers, sills, ledgers, posts and columns in direct contact with concrete or masonry. 6. All field —cut ends, notches, and drilled holes of preservative —treated wood shall be treated, for use category UC4A per AWPA U1-07, in the field using a 9.08% Copper Naphthenate (CuN) solution such as "End cut Solution" (C unapsol-1) in accordance with the directions of the product manufacturer. 7. All wood connectors and associated steel fasteners (except anchor bolts and holdown anchors, 1/2" diameter and larger) in contact with any preservative —treated wood shall conform to one of the following corrosion protection configuration options: a) All wood connectors and associated steel fasteners shall be Type 303, 304, 306 or 316 stainless steel when actual wood preservative retention levels exceed the following levels: Treatment Retention level (pcf) ACID (Alkaline Copper Quot) Greater than 0.40 MCQ (Micronized Copper Quat) Greater than 0.34 CA—B (Copper Azole) Greater than 0.21 CA—C & MCA (Copper Azole & Azole Biocide) Greater than 0.15 NCA—C (Azole Biocide) Greater than 0.14 b) When actual wood preservative retention levels do not exceed the levels in 7.0) above, all wood connectors and fasteners shall, at a minimum, be hot —dipped galvanized by one of the following methods: i) Continuous hot —dipped galvanizing per ASTM A653, type G185. ii) Batch or Post hot —dipped galvanizing per ASTM 123 for individual connectors and as per ASTM A153 for fasteners. Fasteners, other than nails, timber rivets, wood screws and lag screws, may be hot —dipped galvanized as per ASTM B695, Class 55 minimum. c) Plain carbon steel fasteners in SBX/DOT and zinc borate preservative treated wood in an interior, dry environment shall be permitted. 8. Do not mix stainless steel and hot —dipped galvanized wood connectors and fasteners. 9. All anchor bolts shall be as specified in the general notes on the shearwall schedule. 1 0. Where a connector strop connects two wood members, install one half of the total required nails or bolts in each member. 1 1. All bolts in wood members shall conform to ASTM A307. 12. Provide standard cut washers under the head of all bolts and lag screws bearing on wood. ANCHORAGE 1. All anchor bolts and holdown bolts embedded in concrete or masonry shall be A307 unless noted otherwise. Expansion bolts into concrete not otherwise specified shall be Simpson STRONG —BOLT 2 Wedge Anchor. Install in accordance with ICC ESR-1771, including minimum embedment depth requirements. NAI LS 1. Nailing of wood framed members to be in accordance with IBC table 2304.10.1 unless otherwise noted. Connection designs are based on nails with the following properties: PENNY WEIGHT DIAMETER (INCHES) LENGTH (INCHES) 8d sinker 0.113 2-3/8 8d common 0.131 2-1/2 1 Od box 0.131 3 16d sinker 0.148 3-1/4 16d common 0.162 3-1/2 SHEARWALLS 1. All shearwall plywood nailing and anchors shall be as detailed on the drawings and noted in the shearwall schedule. All exterior walls shall be sheathed with 7/16,, APA rated sheathing (24/16) — blocked — with minimum nailing 0.131" diameter x 2.5" nails @ 6- OC edges/12- oc field unless noted otherwise. 2. All headers shall have strap connectors to the top plate each end when the header interrupts the continuous (2)2x top plate. Use (1)Simpson MSTA24 connector each end unless noted otherwise. 3. All shearwall holdowns shall be as noted on the plans and shall be Simpson or approved equal. 4. All holdown anchors shall be installed as shown on plans and as per manufacturer's requirements. Holdown anchors may be wet —set or drilled and epoxied (Simpson "SET" epoxy or approved equal) with prior approval from the Engineer of Record. Provide the full embedment into concrete as stated on the plans. FLOOR AND ROOF DIAPHRAGMS 1. Apply 23/32- APA rated Sturd—I—Floor(24- oc) nailed to floor framing members with 0.131" diameter x 2.5" nails at 6- OC at all supported edges and at 12- OC at interior supports unless noted otherwise on the plans. Offset panel joints between parallel adjacent runs of sheathing. 2. Apply 7/16- APA rated sheathing(24/16) nailed to roof framing members with 0.113" diameter x 2.5" nails at 6, OC at supported edges and at 12,, OC at interior supports unless noted otherwise on the plans. Offset panel joints between parallel adjacent runs of sheathing. 3. Blocking of interior edges is not required unless noted otherwise on the plans. BUILT—UP WOOD COLUMNS 1. All columns not specified or otherwise noted on the plans shall be (2)2x studs gang fastened per standard detail. 2. All columns not specified or otherwise noted on the plans supporting girder trusses or beams shall be (3)2x studs gang fastened per standard detail. MANUFACTURED WOOD TRUSSES 1. Trusses shall be designed, fabricated, and installed in accordance with the -Design Specifications for Light Metal Plate Connected Wood Trusses- by the Truss Plate Institute. 2. All trusses shall be designed and stamped by a professional engineer licensed in the State of Washington. ,3. Roof trusses shall be fabricated of Douglas Fir -Larch or Hem -Fir. 4. All mechanical connectors shall be IBC approved. 5. Submit design calculations, shop drawings and installation drawings stamped by a licensed engineer of all trusses to the owner's representative for review and Building Department approval. 6. Truss members and components shall not be cut, notched, drilled, spliced or otherwise altered in any way without written approval of the registered design professional. 7. Where trusses align with shearwalls, a special truss shall be provided that has been designed to transfer the load between the roof sheathing and the shearwall below. This truss shall be designed to transfer a minimum of 100 plf along the full length of the truss. 8. All temporary and permanent bracing required for the stability of the truss under gravity loads and in -plane wind or seismic loads shall be designed by the truss engineer. Any bracing loads transferred to the main building system shall be identified and submitted to the engineer of record for review. PARALLEL STRAND LUMBER (PSQ 1. Parallel strand lumber shall be manufactured as per NER-292 and meet the requirements of ASTM D2559 - Fb=2900 psi, E=2.2E6 psi for beams and Fb=2400 psi, E=1.8E6 psi for columns. LAMINATED VENEER LUMBER (LVL) 1. Laminated veneer lumber shall be Doug Fir meeting the requirements of ASTM D2559 - Fb=2600 psi, E=2.OE6 psi. 2. For top loaded multiple member beams only, fasten with two rows of 0.148" diameter x 3" nails at 12- OC. Use three rows of 0.148" diameter x 3" nails for beams with depths of 14- or more. 3. Provide full depth blocking for lateral support at bearing points. LAMINATED STRAND LUMBER (LSL) 1. Laminated strand lumber shall be manufactured as per NER-292 and meet the requirements of ASTM D2559 - Fb=2325 psi, E=1.55E6 psi for beams and Fb=1700 psi, E=1.3E6 psi for beams/columns and Fb=1900 psi, E=1.3E6 psi for planks. GLUED LAMINATED WOOD MEMBERS (GLB) 1. Glued laminated wood beams shall be Douglas Fir, kiln -dried, stress grade combination 24F-V4 (Fb=2400 psi, E=1.8E6 psi) unless otherwise noted on the plans. 2. Fabrication shall be in conformance with ANSI A190.1-12. 3. AITC stamp and certification required on each and every member. WOOD I -JOISTS 1. Joists by Truss Joists/MacMillan or approved equal. 2. Joists to be erected in accordance with the plans and any Manufacturers drawings and installation drawings. 3. Construction loads in excess of the design loads are not permitted. 4. Provide erection bracing until sheathing material has been installed. 5. See manufacturer's references for limitations on the cutting of webs and/or flanges. STEEL CONSTRUCTION 1. Structural steel shall be ASTM A992 (wide flange shapes) or A53-Grade B (pipe) or A36 (other shapes and plate) unless noted otherwise. 2. All fabrication and erection shall comply with AISC specifications and codes. 3. All welding shall be as shown on the drawings and in accordance with AWS and AISC standards. Welding shall be performed by WABO certified welders using E70XX electrodes. Only pre -qualified welds (as defined by AWS) shall be used. MASONRY 1. Construction shall meet the requirements of IBC Chapter 21. 2. , Special inspection is not required. 3. All concrete block masonry shall be laid up in running bond and shall have a minimum compressive strength of f•m = 1500 psi, using Type -S- mortar, f•c = 1800 psi. 4. All cells containing reinforcing bars shall be filled with concrete grout with an f•c = 2000 psi in maximum lifts of 4• -0-. 5. Bond beams with two #5 horizontally shall be provided at all floor and roof elevations and at the top of the wall. 6. Provide a lintel beam with two #5 horizontally over all openings and extend these two bars 2• 0- past the opening at each side or as for as possible and hook. 7. Provide two #5 vertically for the full story height of the wall at wall ends, intersections, corners and at each side of all openings unless otherwise shown. 8. Dowels to masonry walls shall be embedded a minimum of 1 • 6- or hooked into the supporting structure and of the same size and spacing as the vertical wall reinforcing. 9. Provide corner bars to match the horizontal walls reinforcing at all wall intersections. 10. Reinforcing steel shall be specified under -REINFORCING STEEL Lap all reinforcing bars 40 bar diameters with a minimum of 1 , —6,,. �1 1 . Masonry walls shall be reinforced as shown on the plans and details and if not shown, shall have (1) #5 Q 48,, OC horizontally and (1) #5 @ 48- OC vertically. 12. Embed anchor bolts a minimum of 5,,. GENERAL CONSTRUCTION 1. All materials, workmanship, design, and construction shall conform to the project drawings, specifications, and the International Building Code. 2. Structural drawings shall be used in conjunction with architectural drawings for bidding and construction. Contractor shall verify dimensions and conditions for compatibility and shall notify the architect of any discrepancies prior to construction. Discrepancies: The contractor shall inform the engineer in writing, during the bidding period, of any and all discrepancies or omissions noted on the drawings and specifications or of any variations needed in order to conform to codes, rules and regulations. Upon receipt of such information, the engineer will send written instructions to all concerned. Any such discrepancy, omission, or variation not reported shall be the responsibility of the contractor. 3. The contractor shall provide temporary bracing as required until all permanent framing and connections have been completed. 4. The contractor shall coordinate with the building department for all permits and building department required inspections. 5. Do not scale drawings. Use only written dimensions. 6. Drawings indicate general and typical details of construction. Where conditions are not specifically indicated but are of similar character to details shown, similar details of construction shall be used, subject to review and approval by the architect and the structural engineer. 7. Contractor initiated changes shall be submitted in writing to the architect and structural engineer for approval prior to fabrication or construction. 8. All structural systems which are to be composed of field erected components shall be supervised by the supplier during manufacturing, delivery, handling, storage, and erection in accordance with instructions prepared by the supplier. 9. Contractor shall be responsible for all safety precautions and the methods, techniques, sequences, or procedures required to perform the work. 1 0. Shop drawing review: Dimensions and quantities are not reviewed by the engineer of record, therefore, must be reviewed by the contractor. Contractor shall review and stamp all shop drawings prior to submitting for review by the engineer of record. Submissions shall include a reproducible and one copy. Reproducible will be marked and returned. Re —submittals of previously submitted shop drawings shall have all changes clouded and dated with a sequential revision number. Contractor shall review and stamp all revised and resubmitted shop drawings prior to submittal and review by the engineer of record. In the event of conflict between the shop drawings and design drawings/specifications, the design drawings/specifications shall control and be followed. Shearwall Schedule [(1),(7),(13)] Bottom Bottom Anchor Mark Edge Field Framing plate Bottom plate Bottom plate Anchor bolt Top plate Top plate ASD ASD per Sheathing No. sides Fastener fastener fastener member at when plate nail when directly bolt spacing, connector connector Vseismic Vwind plan sheathed size spacing spacing adjoining directly nail spacing on concrete dia. (3x sill) (9),(15) spacing (12) n (+40 /o) (14) panels (2) on wood size in each (4),(5),(10) (8) (3x sill) (11MI5) (12) 10 row 7/16" 0.131" Zx stud & 0.131" 1-row 72"(2x) A35 or 145 203 W6A PLY/OSB 1 dia. x 2.5" 6' 12' unblocked joints 2x dia. x 3" 12" 2x or 3x 5/8" 72"(3x) LTP4 50" plf plf horz. W6B 7/16" 1 0.131" 6" 6' 2x stud & unblocked 2x 0.131" 1-row 2x or 3x 5/8" 72"(2x) A35 or 36 PLY/OSB dia. x 2.5" horz. joints dia. x 3" 9" 72"(3x) LTP4 plf plf W6 7/16" 1 0.131" 6' 12"(3) 2x 2x 0.131" 1-row 2x or 3x 5/8" 68"(2x) A35 or 30 242 339 PLY/OSB dia. x 2.5" dia. x 3" 7 72"(3x) LTP4 plf plf W4 7/16" 1 0.131" 4' 1Z"(3) 2x 2x 0.131" 2-row or 3x S/8' 47"(2x) A35 or 20 353 495 PLY/OSB dia. x 2.5" dia. x 3" 10"(6) 58"(3x) LTP4 plf plf W3 7/16" 1 0.131" 3" 12"(3) 3x 2x 0.131" 2-row 2x or 3x 5/8" 36"(2x) '( A35 or 16 456 638 PLY/OSB dia. x 2.5" 5 17 (� ) dia. x 3" 8" 6 O 45' 3x ) LTP4 plf plf W2 7/16" 1 0.131" 2' 12'(3) 3x 2x 0.131" 2-rows or 3x 5/8" 28"(2x) A35 or 12 595 833 PLY/OSB dia. x 2.5" (5,17) dia. x 3" 6"(6) 34"(3x) LTP4 plf pif 2W3 7/16" 2 0.131" 3" 12"(3) 3x 2x 0.131" 3-rows 2x or 3x 5/8" 18"(2x) A35 or 8„ 911 1276 PLY/OSB dia. x 2.5' (5,16) dia. x 3" 6' (6) 22"(3x) LTP4 pif plf 2W2 19/32" Z 0.131" 2 1Z 3x 2x 0.131" 3-rows 2x or 3x 5/8" 12„(2x) A35 or 5„ 1363 1908 PLY/OSB dia. x 2.5" (5, 16, 17) dia. x 3" 4' (6) 15 (3x) LTP4 pif pif General Notes: (unless noted otherwise) ELR Engineering (1) Wall stud framing is assumed to be as per the general structural notes. 1915 Dayton Ave NE (2) All panel edges are to be supported by framing members - studs, plates and blocking (unless noted otherwise in the table above). Renton, WA 98056 (3) Allowable shears in the table above assume eit er 1) wall studs at 16" oc with panel long -axis oriented vertically or horizontally and field fastener spacing as per the table above phone: 206.200.8764 g( 2) wall studs at 24" oc with panel long -axis oriented horizontally and 6" oc field fastener spacing. email: elreng33@gmail.com (4) Where the full thickness of (2)2x or 3x mudsills are directly connected to wall studs, use (2)0.148" dia.x4" end nails (20d box) per stud. (5) (2)2x material can be used in lieu of 3x material provided the (2)2x is gang nailed as per the associated shearwall bottom plate nailing. (6) Where bottom plate attachment specifies 2 or more rows of nails into the wood floor below, provide rim joist(s), joist(s) or blocking that has a minimum total width of 2.5 inches. (7) Unless noted otherwise, provide (1)2x treated mudsill with 5/8" diameter anchor bolts at 72" oc and located within 4" to 12" from the cut ends of the sill plate. Provide a minimum of two anchor bolts per mudsill section. (8) Provide .229"x3"x3" plate washers at all anchor bolts in 2x4/3x4 mudsills and .229"x3"x4-1/2" plate washers at all anchor bolts in 2x6/3x6 mudsills. The distance from the inside face of any structural sheathing to the nearest edge of the nearest plate washer shall not exceed 1/2". Embed anchor bolts 7 inches min. into concrete. Min. anchor bolt concrete edge dist. (perp. to mudsill) is 1-3/4 % Min. anchor bolt concrete end disc (parallel to mudsill) is 8". (9) Use 0.131"dia. x 1-1/2" long nails if connector is in contact with framing. Use 0.131"dia. x 2-1/2" long nails if connector is installed over sheathing. (10) Adjoining horz. panel joints are not permitted to be located on either side of the top plate or the bottom plate. Locate adjoining horz. panel joints on the rim joist above and/or below or at blocking in wall above and/or below. (11) Spacing shown assumes top plate connectors are installed on one side of wall. If installed on both sides of wall, required spacing can be multiplied by two (2). (12) Table above shows ASD allowable unit shear capacity. LRFD factored unit shear resistance is calculated by multiplying ASD values above by 1.6. (13) Sheafwalls designated as FTAO (force transfer around openings) or perforated require sheathing and shear nailing above and below all openings for the full extent of the shearwall. (14) Shearwall edge nailing is required along full height of all holdown members. At built-up holdown members, distribute edge nailing into all laminations. (15) LTP4's and/or A35's are not required at the top of the shear wall when/where the shear wall is sheathed on one side only and when/where the location of adjoining horz. panel joints meets note (10) requirements. (16) Vertical and horizontal panel joints (where occur) on opposite sides of the wall shall not occur on the same framing member (stud, plate, or blocking) unless that framing member is a 3x member (min.) with panel edge nailing staggered or that framing member is a (2)2x (min.) as per footnote (5) above. (17) Vertical and horizontal panel joints (where occur) shall be located on a 3x framing member (min.) with panel edge nailing staggered or on a (2)2x (min.) framing member as per footnote (5) above. rev. 10.22.18 ELR En ineering 1915 Dayton Ave NE Renton, WA 98056 phone: (206)200-8764 email: elreng33@gmail.com Vertical Calculations 21" FORTE VIM PACKAGE REPORT ,16-A MemNa ireC1on CO ASS 1 Passed 1 piece(s) 5 1/2" x 10 1/2" 24F-V4 DF Glulam 2 Passed 1 piece(s) 5 1/2" x 10 1/2" 24F-V4 DF Glulam 3 Passed 1 piece(s) 5 1/2" x 10 1/2" 24F-V4 DF Glulam 4 Passed 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 f104Jr, � nt on . D nts;_r Mern r Name R 1 Passed 1 piece(s) 11 7/8" TJI@ 360 @ 16" OC 2 Passed i piece(s) 11 7/8" TJI@ 360 @ 16" OC 3 Passed 1 piece(s) 11 7/8" TJI@ 560 @ 16" OC 4 Passed 1 piece(s) 11 7/8" TJI@ 560 @ 16" OC 5 Passed 1 piece(s) 5 1/2" x 9" 24F-V4 DF Glulam 6 Passed 1 piece(s) 5 1/2" x 9" 24F-V4 DF Glulam 7 Passed 1 piece(s) 3 1/2" x 9" 24F-V4 DF Glulam 8 Passed 1 piece(s) 3 1/2" x 9" 24F-V4 DF Glulam 9 Passed 1 piece(s) 4 x 10 Douglas Fir -Larch No. 2 10 Passed 1 piece(s) 4 x 10 Douglas Fir -Larch No. 2 it Passed 1 piece(s) 5 1/2" x 10 1/2" 24F-V4 DF Glulam 12 Passed 1 piece(s) 5 1/2" x 15" 24F-V4 DF Glulam 13 Passed 1 piece(s) 5 1/2" x 12" 24F-V4 DF Glulam 14 Passed 1 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam@ LVL 15 Passed 1 piece(s) 3 1/2" x 11 7/8" 2.2E Parallam@ PSL 16 Passed 1 piece(s) 4 x 10 Douglas Fir -Larch No. 2 17 Passed 1 piece(s) 3 1/2" x 11 7/8" 2.2E Parallam@ PSL 18 Passed 1 piece(s) 3 1/2" x 12" 24F-V4 DF Glulam 19 Passed 1 piece(s) 3 1/2" x 12" 24F-V4 DF Glulam 20 Passed 1 piece(s) 5 1/2" x 12" 24F-V4 DF Glulam ELO I,;10, Me?%Ia nt;➢on lam_... Comments ::: Aa:� 1 Passed 1 piece(s) 6 x 12 Douglas Fir -Larch No. 2 2 Passed 1 piece(s) 6 x 10 Douglas Fir -Larch No. 2 3 Passed 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 4 Passed 1 piece(s) 4 x 10 Douglas Fir -Larch No. 2 ForteWEB Software Operator Job Notes Eric L Rice 3416-B ELR Engineering MTT Construction, LLC (206) 200-8764 elreng33@gmail.com 6/18/2019 6:07:23 PM UTC Page 1 / 32 4 r O R T E GM MEMBER REPORT PASSED ROOF, 1 1 piece(s) 5 1/2" x 10 1/2" 24F-V4 DF Glulam Overall Length: 10' 3.00" 10, 0,00" u All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 4582 @ 0 5363 (1.50") Passed (85%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 3688 @ V 0.00" 11733 Passed (31%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 11741 @ 5' 1.50" 23244 Passed (51%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.143 @ 5' 1.50" 0.342 Passed (L/860) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.232 @ 5' 1.50" 1 0.512 1 Passed (L/529) I - 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 10' 3.00" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 10' 3.00" o/c unless detailed otherwise. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 10' 3.00". • 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 try the manufacturer. • Applicable calculations are based on NDS. Supports Bearing Length loads to Supports (Ibs) Accessories Total Available Required Dead Snow Totai 1 - Trimmer - HF 1.50" 1.50" 1.50" 1763 2819 4582 None 2 - Trimmer - HF 1.50" 1.50" 1 1.50" 1763 2819 4582 None Vertical Loads Location (side) Tributary Width Dead. (0.90) Snow (1.15) Comments' 0 - Self Weight (PLF) 0 to 10' 3.00" N/A 14.0 -- 1 - Uniform (PSF) 0 to 10' 3.00" 22' 0.00" 15.0 25.0 System: Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Weyerhaeuser Notes 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 jurisdiction. The designer of record, builder or framer is responsible 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 Weyerhaeuser 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-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.mm/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by RHD ForteWEB Software Operator Job Notes Eric L Rice 3416-B ELR Engineering MTT Construction, LLC (206) 200-8764 elreng33@gmail.com T SUSTAINABLE FORESTRY INITIATIVE AWeyerhaeuser 6/18/2019 6:07:23 PM LITC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: 3416-A Page 2 / 32 GI F 0 R T E" MEMBER REPORT PASSED b ROOF, 2 1 piece(s) 5 1/2" x 10 1/2" 24F-V4 DF Glulam b 10, 0.00- 4 d a a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results. Actual 0 Location! Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 4636 @ 10' 4.50" 5363 (1.50") Passed (86%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 4552 @ 1' 1.50" 11733 Passed (39%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 16587 @ 6' 2.60" 23244 Passed (71%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.192 @ 5' 3.56" 0.342 Passed (U640) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.311 @ 5' 3.56" 0.512 1 Passed (L/395) 1.0 D + 1.0 S (All Spans) • uenecoon criteria: ILL (L/sbu) ana IL (L/z41.1). • Top Edge Bracing (Lu): Top compression edge must be braced at 10' 5.00" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 10' 5.00" o/c unless detailed otherwise. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 10' 3.00". • 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 Loads to Supports (ltis) Accessories Total Available Required Dena Snow Total 1 - Trimmer - HF 3.00" 3.00" 1.55" 2130 3427 5557 1 None 2 - Trimmer - HF 1.50" 1.50" 1.50" 1783 2852 4635 None Vertical Loads location (Side) Tribuiary Width Dead (0.90) Snow (1.15) Comments 0 - Self Weight (PL1) 0 to 10' 4.50" N/A 14.0 1- Uniform (PSF) 0 to 6' 5.25" 22, 0.00" 15.0 25.0 2 - Point (lb) 6 5.25" N/A 1320 2200 3 - Tapered (PSF) 6' 5.25" to 10' 4.50" 6' 7.50" to 4' 4.00" 15.0 25.0 0 System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASO 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-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to ~.weyerhaeuser.com/woodproducts/document-library. The product application, Input design loads, dimensions and support information have been provided by RHD l SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser ForteWEB Software Operator 6/18/2019 6:07:23 PM UTC ForteWEB Q.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: 3416-A Page 3 / 32 Job Notes Eric L Rice 3416-8 ELR Engineering MTT Construction, LLC (206) 200-8764 elreng33@gmail.com i9r O R T E" ® MEMBER REPORT PASSED I ROOF, 3 1 piece(s) 5 1/2" x 10 1/2" 24F-V4 DF Glulam Overall Length: 8' 3.00" 8' 0.00" All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Result's Actual 0 Location Allowed Resuft LOF Load: Combination (tPattem) Member Reaction (Ibs) 4766 @ 8' 3.00" 5363 (1.50") Passed (89%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 3872 @ 7' 3.00" 11733 Passed (33%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 12202 @ 3' 11.75" 23244 Passed (52%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Dell. (in) 0.086 @ 4' 2.31" 0.275 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.139 @ 4' 2.30" 1 0.412 1 Passed (L/714) I - 1.0 D + 1.0 S (All Spans) • uenecuun crneria: LL Lysou) ane i c kL/twu). • Top Edge Bracing (Lu): Top compression edge must be braced at 8' 3.00" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 8' 3.00" o/c unless detailed otherwise. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 8' 3.00". • 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 Loads to Supports (Ibs) Armes Total Available Required dead snow Total 1 - Trimmer - HF 1,50" 1.50" 1.50" 1349 2151 3500 None 2 - Trimmer - HF 1.50" 1.50" 1.50" 1824 2943 4767 None Vertical LOadS Location (Side) Tributary Width Dead (0 90) Snow (1.15) Commits 0 - Self Weight (PLF) 0 to 8' 3.00" N/A 14.0 1 - Uniform (PSF) 3' 11.75" to 8' 3.00" 22' 0.00" 15.0 25.0 2 - Point (lb) 3' 11.75" N/A 1320 2200 3 - Tapered (PSF) 0 to 3' 11.75" 4' 4.00" to 6' 7.50" 15.0 25.0 Weyerhaeuser Notes 0 System: Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASO 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 jurisdiction. The designer of record, builder or framer is responsible 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 Weyerhaeuser 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-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to product application, input design loads, dimensions and support information have been provided by RHO ForteWEB Software Operator Job Notes Eric L Rice 3416-B ELR Engineering MTT Construction, LLC (206)200-8764 elreng33@gmaii.com A.0 SUSTAINABLE FORESTRY INITIATIVE 'Weyerhaeuser1 6/18/2019 6:07:23 PM LTrC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: 3416-A Page 4 / 32 a FO R T E• = MEMBER REPORT PASSED 0 ROOF, 4 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 Overall Length: 8' 3.00" ( 8' 0.00" L 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LOF Load: Combination (Pattern) Member Reaction (Ibs) 934 @ 0 3281 (1.50") Passed (28%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 769 @ 8.75" 3502 Passed (22%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 1926 @ 4' 1.50" 3438 Passed (56%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0,081 @ 4' 1.50" 0.275 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0,133 @ 4' 1.50" 1 0.313 1 Passed (1-1746) - 1.0 D + 1.0 S (All Spans) • Uenectlon criteria: LL (L/3bD) and I (U5/lb"). • Top Edge Bracing (Lu): Top compression edge must be braced at 8' 3.00" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 8' 3.00" o/c unless detailed otherwise. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Trimmer - HF 1.50" 1.50" 1.50" 367 567 934 None 2 - Trimmer - HF L50" 1.50" 1.50" 367 567 934 None Vertical Loads Location (Side) Tributary Width Dead (0.90) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 8' 3.OD" N/A 6.4 -- 1 - Uniform (PSF) 0 to 8' 3.00" 5' 6.00" 15.0 25.0 0 System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASO Weyerhaeuser Notes 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 Jurisdiction. The designer of record, builder or framer is responsible 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 Weyerhaeuser 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-1387 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/woodprDducts/document-library. The product application, Input design loads, dimensions and support Information have been provided by RHO A0 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser ForteWEB software operator 6/18/2019 6:07:23 PM LITC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: 3416-A Page 5/32 Job Notes Eric L Rice 3416-B ELR Engineering MTT Construction, LLC (206) 200.8764 elreng33@gmail.com G1 r O R T E CM MEMBER REPORT PASSED FLOOR-2, 1 1 piece(s) 117/8" T31@ 360 @ 16" OC Overall Length: 20' 10.00" 20' 10,00" 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 709 @ 2.50" 1202 (2.25") Passed (59%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 696 @ 3.50" 1705 Passed (41%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 3554 @ 10' 4.00" 6180 Passed (58%) 1.00 1.0 D + 1.0 L (Ali Spans) Live Load Defl. (in) 0.455 @ 10' 4.00" 0.506 Passed (L/534) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.592 @ 10' 4.00" 1.013 Passed (L/411) 1.0 D + 1.0 L (All Spans) T]-Pror" Rating 40 Any Passed • Deflection criteria: LL (1-/480) and TL (V240). • Top Edge Bracing (Lu): Top compression edge must be braced at 4' 11.00" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 20' 8.00" o/c unless detailed otherwise. • A structural analysis of the deck has not been performed. • Deflection analysis Is based on composite action with a single layer of 23/32" Weyerhaeuser Edge" Panel (24" Span Rating) that Is glued and nailed down. • Additional considerations for the 73-Pro'" Rating Include: S/8" Gypsum ceiling. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Stud wall - HF 3.50" 2.25" 1.75" 165 551 716 1 1/4" Rim Hoard 2 - Stud wall - HF 5.50" 4.25" 1.75" 168 560 728 1 1/4" Rim Board • Rim Board Is assumed to carry all bads applied directly above it, bypassing the member being designed. Vertical Load Location (Side) Spacing Dead (0.90) Floor Live (1.00) comments 1- Uniform (PSF) 0 to 20' 10.00" 16" 12.0 40.0 Default Load System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Weyerhaeuser Notes 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 jurisdiction. The designer of record, builder or framer is responsible 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 Weyerhaeuser 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-1387 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. The product application, input design loads, dimensions and support Information have been provided by RHD ForteWEB Software Operator Job Notes Eric L Rice 3416-B ELR Engineering MTT Construction, LLC (206) 200-8764 elreng33@gmaii.com A�YT T SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser 6/18/2019 6:07:23 PM LITC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: 3416-A Page 6 / 32 %9 FO RT E' M MEMBER REPORT PASSED 0 FLOOR-2, 2 1 piece(s) 117/8" T31@ 360 @ 16" OC Overall length: 164.00" ® a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @: Location Allowed Result LOF Load: Combination (Pattern) Member Reaction (Ibs) 486 @ 16' 1.50" 1202 (2.25") Passed (40%) 1.00 1.0 D + 1.0 L (Alt Spans) Shear (Ibs) 473 @ 16' 0.50" 1705 Passed (28%) 1.00 1.0 D + 1.0 L (Alt Spans) Moment (Ft-Ibs) 1653 @ 9' 2.63" 6180 Passed (27%) 1.00 1.0 D + 1.0 L (Alt Spans) Live Load Defl. (in) 0.129 @ 8' 11.12" 0.360 Passed (L/999+) 1.0 D + 1.0 L (Alt Spans) Dell. (in) 0.154 @ 9' 0.41" 0.720 Passed (L/999+) 1.0 D + 1.0 L (Alt Spans) MLoad _ Rating 57 1 Any I Passed • ueuecoon criteria: LL (L/4Bu) ana I (L/141.1). • Overhang deflection criteria: U. (2L/480) and TL (2L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 7' 5.00" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 9' 7.00" o/c unless detailed otherwise. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23132" Weyerhaeuser Edge- Panel (24" Span Rating) that Is glued and nailed down. • Additional mnsiderations for the TJ-Pro- Rating include: 5/8" Gypsum ceiling. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1- Stud wall - HF 5.50" 5.50" 3.50" 342 482 130 954 Blocking 2 - Stud wall - HF 3.50" 2.25" 1.75" 98 395 -12 493/-12 1 1/4" Rim Board • mm mdru is assumeu ur carry au oaus appuea airemy above a, oypassmg ute member being oesignea. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Vertical Loads Location (side) Spacing Dead (0.90) floor Live (1.00) Snow (1.15) Comments 1- Uniform (PSF) 0 to 16' 4.00" 16" 12.0 40.0 Default Load 2 - Point (PLF) 2.75" 16" 81.0 - 3 - Point (PLF) 2.75" 16" 53.0 88.0 0 System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASO Weyerhaeuser Notes 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 jurisdiction. The designer of record, builder or framer is responsible 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 Weyerhaeuser 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-1387 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/wDodproducts[document-library. The product application, input design loads, dimensions and support information have been provided by RHO A7 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser YY ForteWEB Software Operator 6/18/2019 6:07:23 PM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: 3416-A Page 7 / 32 Job Notes Eric L Rice 3416-B ELR Engineering MTT Construction, LLC (206)200-8764 elreng33@gmail.com I.l F 0 R T E' CM MEMBER REPORT PASSED FLOOR-2, 3 1 piece(s) 11 7/8" TJI@ 560 @ 16" OC Overall Length: 24' 0.00" All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 765 @ 23' 7.50" 1725 (3.50") Passed (44%) 1.00 1.0 D + 1.0 L (Alt Spans) Shear (Ibs) 740 @ 23' 6.50" 2050 Passed (36%) 1.00 1.0 D + 1.0 L (Alt Spans) Moment (Ft-Ibs) 4010 @ 12' 10.43" 9500 Passed (42%) 1.00 1.0 D + 1.0 L (Alt Spans) Live Load Deli. (in) 0.432 @ 12' 8.13" 0.547 Passed (L/609) 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.540 @ 12' 8.93" 1 1.095 1 Passed (L/486) 1.0 D + 1.0 L (Alt Spans) T]-PrO'" Rating 41 1 Any I Passed • Deflection criteria: U. (L/480) and TL (L/240). • Overhang deflection criteria: U. (2L/480) and TL (21.1240). • Top Edge Bracing (Lu): Top compression edge must be braced at 8' 10.00" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 14' 7.00" o/c unless detailed otherwise. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge" Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ-Pro'" Rating Include: 5/8" Gypsum ceiling. Supports Bearing Length loads to Supports (Ibs) Accessories Total I Available I Required Dead Floor Live Snow Total 1 -Stud wall - HF 5.50" 5.50" 3.50" 395 680 125 1200 Stacking 2 - Stud wall - HF 5.50" 4.25" 1.75" 168 604 -8 772/-8 1 1/4" Rim Soard • Kim Boar0 Is assumed to Carry an ioacis applied directty above R, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Vertical Loads Location (Side) Spacing Dead (0.90) Floor Live (L00) Snow (1.1s) Comments 1- Uniform (PSF) 0 to 24' 0.00" 16" 12.0 40.0 Default load 2 - Point (PLF) 2.75" 16" 81.0 3 - Point (PLF) 2.75" 16" 53.0 88.0 System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Weyerhaeuser Notes 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 jurisdiction. The designer of record, builder or framer is responsible 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 Weyerhaeuser 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-1387 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. The product application, input design loads, dimensions and support information have been provided by RHD ForteWEB Software Operator Job Notes Eric L Rice 3416-B ELR Engineering MTT Construction, LLC (206)200-8764 elreng33@gmail.com Al SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser l 6/18/2019 6:07:23 PM LFTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: 3416-A Page 8 / 32 iI F Q R T E F CM MEMBER REPORT PASSED FLOOR-2, 4 1 piece(s) 117/8" TH@ 560 @ 16" OC Overall Length: 22' 6.00" 22' 6.00" C All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LOF Load: Combination (Pattem) Member Reaction (Ibs) 780 @ 4.50" 1725 (3.50") Passed (45%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 748 @ 5.50" 2050 Passed (36%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 4100 @ 11' 3.00" 9500 Passed (43%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.421 @ 11' 3.00" 0.544 Passed (L/620) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.547 @ 11' 3.00" 1 1.087 1 Passed (L/477) 1.0 D + 1.0 L (All Spans) T)-Pro- Rating 42 1 Any I Passed • Deflection criteria: LL (L/480) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 8' 9.00" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 22' 5.00" o/c unless detailed otherwise. • A structural analysis of the deck has not been performed. • Deflection analysis Is based on composite action with a single layer of 23/32" Weyerhaeuser Edge'" Panel (24" Span Rating) that Is glued and nailed down. • Additional considerations for the T}Pro'" Rating include: 5/8" Gypsum ceiling. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Stud wall - HF 5.50" 5.50" 1.75" 180 600 780 Blocking 2 - Stud wall - HF 5.50" 4.25" 1.75" 180 600 780 1 1/4" Rim Board • Rim Board Is assumed to carry all loads applied directly above it, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Vertical Load Location (side) spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 22' 6.00" 16" 12.0 40.0 Default Load System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Weyerhaeuser Notes 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 jurisdiction. The designer of record, builder or framer is responsible 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 Weyerhaeuser 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-1387 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/dol:ument-library. The product application, input design loads, dimensions and support information have been provided by RHD ForteWES Software Operator Job Notes Eric L Rice 3416-B ELR Engineering MTT Construction, LLC (206)200-8764 elreng33@gmail.com 1 SUSTAINABLE FORESTRY INITI4TWE Weyerhaeuser 1 6/18/2019 6:07:23 PM UTC ForteWEB Q.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: 3416-A Page 9 / 32 uI F O R T E" CM MEMBER REPORT PASSED 0 FLOOR-2, 5 1 piece(s) 5 1/2" x 9" 24F-V4 DF Glulam Overall Length: 10' 0.00" 10' 0.00" 0 � All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual # Location , Allowed' Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1277 @ 9' 6.50" 5363 (1.50") Passed (24%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1830 @ 1' 2.50" 10057 Passed (18%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 5263 @ 4' 0.00" 17078 Passed (31%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.071 @ 4' 8.73" 0.460 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.118 @ 4' 8.80" 0.614 Passed (L/939) 1.0 D + 1.0 S (All Spans) • Deflection cmerla: LL (L/24U) and TL (L/180). • Top Edge Bracing (Lu): Top compression edge must be braced at 9' 7.00" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 9' 7.00" o/c unless detailed otherwise. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 9' 2.50". • 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 Loads to Supports (Ibs) Accessories Total I Available Required , Dead Snow Total 1- Column - HF 5.50" 5.50" 1.50" 910 1418 2328 Blocking 2 - Hanger on 9" HF beam 5.50" Hanger) 1 1.50" 526 785 1311 See note vIv tiny ranch d1. di]Un1N W UOJJr — 1— OlJJJI U Ulf—Y d— U-11 d1"1 UJC full IWU Is dpplleo W MC member neing oeslgneo. • At hanger supports, the Total Bearing dimension is equal to the width of the material that Is supporting the hanger • I See Connector grid below for additional Information and/or requirements. x 0 System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Member Pitch : 0/12 Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners' Member Fasteners Accessories. 2 - Face Mount Hanger Connector not found N/A N/A N/A N/A Vertical Loads Location (Side) Tributary Width Dead (0.90) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 9' 6.50" N/A 12.0 1- Uniform (PSF) 0 to 4' 0.00" (Top) 10, 0.00" 15.0 25.0 Default Load 2 - Point (Ib) 4' 0.00" (Top) N/A 450 750 3 - Tapered (PSF) 4' 0.00" to 10' 0.00" Crop) 4' 6.00" to V 6.00" 15.0 25.0 Weyerhaeuser Notes 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 Jurisdiction. The designer of record, builder or framer is responsible 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 Weyerhaeuser 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-1387 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/woDdproducts/document-(ibrary. The product application, Input design loads, dimensions and support information have been provided by RHD ForteWEB Software Operator 6/18/2019 6:07:23 PM UTC ForteWEB Q.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: 3416-A Page 10 / 32 Job Notes Eric L Rice 3416-B ELR Engineering MTT Construction, LLC (206) 200-8764 elreng33@gmall.com """ i F O R T E" CM MEMBER REPORT PASSED 0 FLOOR-2, 6 1 piece(s) 5 1/2" x 9" 24F-V4 DF Glulam r 17' 0.00" n All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2943 @ 4.00" 19663 (5.50") Passed (15%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1400 @ V 2.50" 10057 Passed (14%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 6404 @ 8' 6.00" 17078 Passed (37%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Dell. (in) 0.300 @ 8' 6.00" 0.817 Passed (L/654) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.511 @ 8' 6.00" 1.089 Passed (L/383) 1.0 D + 1.0 S (All Spans) • uenecbon criteria: LL (L/24u) and IL (LI16u). • Top Edge Bracing (Lu): Top compression edge must be braced at 17' 0.00" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 17' 0.00" o/c unless detailed otherwise. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 16' 4.00". • 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 Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Column - HF 5.50' 5.50" 1.50" 1202 1741 2943 Blocking 2 - Column - HF 5.50" 5.50" 1 1.50" 1202 1741 2943 Blocking of .9 rdIT "u ,udm dV111— ulimur ow- urcm dim me lull "wu rb dpp im w we memoer oemg aesigneo. Dead Snow Vertical'Loads Location (Sale) Tributary Width (0.90) (1,15). Comments 0 - Self Weight (PLF) 0 to 17' 0.00" N/A 12.0 1 - Uniform (PSF) 0 to 17' 0.00" (Top) 4' 6.00" 15.0 25.0 Default Load 2 - Point (Ib) 2.J5" (Front) N/A 526 785 Linked from: 5, SuppoL2] 3 -Point (lb) 16' 9.25" (Front) N/A 526 785 suppoLinked 0 System : Roof Member Type: Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASO Member Pitch : 0/12 Weyerhaeuser Notes 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 jurisdiction. The designer of record, builder or framer is responsible 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 Weyerhaeuser farJlities 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-1387 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. The product application, Input design loads, dimensions and support information have been provided by RHD ForteWEB Software Operator Sob Notes Eric L Rice 3416-B ELR Engineering MTT Construction, LLC (206) 200-8764 elreng33@gmail.com Ao SUSTAINABLE FORESTRY INITIATIVEWeyerhaeuser 6/18/2019 6:07:23 PM UTC ForteWEB Q.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: 3416-A Page 12 / 32 edI F O R T GO CM MEMBER REPORT PASSED 0 FLOOR-2, 7 1 piece(s) 3 1/2" x 9" 24F-V4 DF Glulam Overall Length: 8' 6.00" 8' 0.00• a a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location; Allowed Result LDF Load: Combination (Pattem) < Member Reaction (Ibs) 6282 @ 8' 4.50" 6825 (3.00") Passed (92%) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 2062 @ V 0.00" 5565 Passed (37%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-Ibs) 5398 @ 4' 3.00" 9450 Passed (57%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Dell. (in) 0.114 @ 4' 3.00" 0.275 Passed (U866) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.173 @ 4' 3.00" 0.412 Passed (L/573) I - 1.0 D + 1.0 L (All Spans) • Deflection Criteria: LL (L/360) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 8' 6.00" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 8' 6.00" o/c unless detailed otherwise. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 8' 3.00". • 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 Loads to Supports (Ibs) Accessories Total Available Required Dead IFJoor live Snow Total 1- Trimmer - HF 3.00" 3.00" 2.29" 2261 1785 2151 6197 None 2 - Trimmer - HF 3.00" 3.00" 2.76" 2736 1785 2943 7464 None Dead Floor Live Snow Vertical Loads Location (Side] Tributary Width (0.06) (1.00) (1.15) comrnents 0 - Self Weight (PLF) 0 to 8' 6,00" N/A 7.7 -- -- 1 - Uniform (PSF) 0 to 8' 6.00" 8' 1.00" 10.0 - - 2 - Point (lb) 1.50" N/A 1349 2151 Linked from: 3, Support 1 3 - Point (lb) 8' 4.50" N/A 1824 2943 Linked from: 3, Support 2 4 - Uniform (PLF) 0 to 8' 6.00" N/A 126.0 420.0 - Linked from: 1, Support 2 0 System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASO Weyerhaeuser Notes 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 jurisdiction. The designer of record, builder or framer is responsible 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 Weyerhaeuser 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-1387 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. The product application, input design loads, dimensions and support information have been provided by RHO ForteWEB Software Operator Job Notes Eric L Rice 3416-B ELR Engineering MTT Construction, LLC (206) 200-8764 elreng33@gmail.com A0SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser `i 6/18/2019 6:07:23 PM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: 3416-A Page 13 / 32 a F 0 R T E" M MEMBER REPORT PASSED 0 C' FLOOR-2, 8 1 piece(s) 3 1/2" x 9" 24F-V4 DF Glulam Overall Length: 10' 6.00" 10, 0.00" All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Desl O Resufft Actual 0 Location Allowed Result' LOF Load: Combination (Pattern) Member Reaction (Ibs) 5047 @ 1.50" 6825 (3.00") Passed (74%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 376 @ 1' 0.00" 5009 Passed (8%) 0.90 1.0 D (All Spans) Pos Moment (Ft-Ibs) 1162 @ 5' 3.00" 8505 Passed (14%) 0.90 1.0 D (All Spans) Live Load Dell. (in) 0.000 @ 0 0.342 Passed (2L/999+) 1.0 D (All Spans) Total Load Dell. (in) 0.057 @ 5' 3.00" 1 0.512 1 Passed (U999+) 1.0 D (All Spans) • ueriearon arcena: LL (Lyjbu) ano IL (L/24U). • Top Edge Bracing (Lu): Top compression edge must be braced at 10' 6.00" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 10' 6.00" o/c unless detailed otherwise. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 10' 3.00". • 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 Loads to Supports (Ibs) Accessories Total_ Availlatile Required Dead Snow Total 1 - Trimmer - HF 3.00" 3.00" 2.22" 2228 2819 5047 None 2 - Trimmer - HF 3.00" 3.00" 2.22" 2228 2819 5047 None Vertical Loads Location (Side) Tributary Width Dead (0.90) Snow (1.15) tominents 0 - Self Weight (PLF) 0 to 10' 6.00" N/A 7.7 1 - Uniform (PSF) 0 to 10' 6.00" 8' 1.00" 10.0 - 2 - Point (lb) 1.50" N/A 1763 2819 Linked from: 1, Support 1 3 - Point (lb) 10' 4.50" N/A 1763 2819 Linked from: 1, Support 2 0 System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASO Weyerhaeuser Notes 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 jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blacks) are not designed by this software. Products manufactured at Weyerhaeuser 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-1387 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/wDDdproducts/document-library. The product application, input design loads, dimensions and support information have been provided by RHO ForteWEB Software Operator Job Notes Eric L Rice 3416-B ELR Engineering MTT Construction, LLC (206) 200-8764 elreng33@gmail.com AoSUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser 6/18/2019 6:07:23 PM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: 3416-A Page 14 / 32 W F 0 R T E" CM MEMBER REPORT PASSED FLOOR-2, 9 1 piece(s) 4 x 10 Douglas Fir -Larch No. 2 ( 3' 0.00" b a o All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results ' Actual @ Location Allowed Result LDF Load: combination (Pattern) Member Reaction (Ibs) 2965 @ 0 3281 (1.50") Passed (90%) -- 1.0 D + 1.0 5 (All Spans) Shear (Ibs) 2817 @ 10.75" 4468 Passed (63%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 4035 @ 1' 5.00" 5166 Passed (78%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.010 @ 1' 7.28" 0.108 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.017 @ 1' 7.31" 0.162 Passed (L/999+) 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 3' 3.00" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 3' 3.00" o/c unless detailed otherwise. • Applicable calculations are based on NDS. Supports Sexing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Trimmer - HF 1.50" 1.50" 1.50" 1304 409 1661 3374 None 2 - Trimmer - HF 1.50" 1.50" 1.50" 1124 409 1375 2908 None Vertical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.15) comments 0 - Self Weight (PLF) 0 to 3' 3.00" N/A 8.2 1 - Uniform (PSF) 0 to 3' 3.00" 63.50" 12.0 40.0 - 2 - Uniform (PSF) 0 to 3' 3.00" 8' 1.00" 10.0 - 3 - Uniform (PSF) 1' 5.00" to 3' 3.00" 4' 0.00" 15.0 25.0 4 - Point (lb) 1' S.00" N/A 1783 2852 Linked from: 2, support 2 0 System: Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASO Weyerhaeuser Notes 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 jurisdiction. The designer of record, builder or framer is responsible 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 Weyerhaeuser 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-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyertiaeuser.com/woodproduct5`/document-libtary. The product application, input design loads, dimensions and support information have been provided by RHO A0 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser �{ FortewEB Software operator 6/18/2019 6:07:23 PM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: 3416-A Page 15 / 32 Job Notes Eric L Rice 3416-B ELR Engineering MTT Construction, LLC (206) 200-8764 eireng33@gmail.com 4 F O R i E CM MEMBER REPORT PASSED • 0 FLOOR-2, 10 1 piece(s) 4 x 10 Douglas Fir -Larch No. 2 Overall Length: 6' 9,00" 6' 6.00" R] All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results . Actual ® Location Allowed Result LOF Load: Combination (Pattern) Member Reaction (Ibs) 2113 @ 0 3281 (1.50") Passed (64%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1552 @ 10.75" 3885 Passed (40%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 3566 @ 3' 4.50" 4492 Passed (79%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.046 @ 3' 4.50" 0.225 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.079 @ 3' 4.50" 1 0.338 1 Passed (L/999+) 1.0 D + 1.0 L (All Spans) • Deflection cnteria: LL (L/360) and TL (1./240). • Top Edge Bracing (Lu): Top compression edge must be braced at 6' 9.00" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 6' 9.00" o/c unless detailed otherwise. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (lbs) Accessories Total . Available Required Dead Floor Live Snow Total , 1 - Trimmer - HF 1.50" 1.50" 1.50" 893 1220 329 2442 None 2 - Trimmer - HF 1.50" 1.50" 1.50" 893 1220 329 2442 None Dead Floor live I Snow Vertical Loads Location (side) TAbutary,Width (0,90), (1:00) (1.15) Comments 0 - Self Weight (PLF) 0 to 6' 9.00" N/A 8.2 1 - Uniform (PLF) 0 to 6' 9.00" N/A 256.5 361.5 97.5 Linked from: 2, Support I 0 System: Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Weyerhaeuser Notes 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 jurisdiction. The designer of record, builder or framer is responsible 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 Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated try ICC-ES under evaluation reports ESR-1153 and ESR-1387 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. The product application, input design loads, dimensions and support information have been provided by RHD AoSUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser ForteWEB Software Operator 6/18/2019 6:07:23 PM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: 3416-A Page 16 / 32 Job Notes Eric L Rice 3416.8 ELR Engineering MTT Construction, LLC (206) 200-8764 elreng33@gmaiLoom i9F O R T E� � MEMBER REPORT PASSED FLOOR-2, 11 1 piece(s) 5 1/2" x 10 1/2" 24F-V4 DF Glulam Overall Length; 6' 11,00" 6' 8.00" All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 4385 @ 0 5363 (1.50") Passed (82%) 1.0 D + 0.75 L + 0.75 Lr (All Spans) Shear (Ibs) 3117 @ P 0.00" 12753 Passed (24%) 1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans) Pos Moment (Ft-Ibs) 7582 @ 3' 5.50" 25266 Passed (30%) 1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans) Live Load Defl. (in) 0.039 @ 3' 5.50" 0.231 Passed (L/999+) 1.0 D + 0.75 L + 0.75 Lr (All Spans) Total Load Defl. (in) 0.068 @ 3' 5.50" 1 0.346 1 Passed (L/999+) 1.0 D + 0.75 L + 0.75 Lr (All Spans) • Deflection criteria: U. (1-/360) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 6' 11.00" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 6' 11.00" o/c unless detailed otherwise. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 6' 11.00". • 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 Loads to Supper (ros) Aoo Wrier Total Available Required Dead Floor Live Roof Live Total 1 - Trimmer - HF 1.50" 1.50" 1.50" 1895 1418 1902 5215 None 2 - Trimmer - HF 1.50" 1.50" 1.50" 1895 1418 1902 5215 None Vertical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Roof Live (non -snow: 1.25) comments 0 - Self Weight (PLF) 0 to 6' 11.00" N/A 14.0 1 - Uniform (PSF) 0 to 6' 11.00" 10' 3.00" 12.0 40.0 2 - Uniform (PSF) 0 to 6' 11.00" 811.001, 10.0 - - 3 - Uniform (PSF) 0 to 6' 11.00" 22' 0.00" 115.0 25.0 System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Weyerhaeuser Notes 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 Jurisdiction. The designer of record, builder or framer is responsible 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 Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated try ICC-ES under evaluation reports ESR-1153 and ESR-1387 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. The product application, input design loads, dimensions and support Information have been provided by RHD ForteWEB Software Operator lob Notes Eric L Rice 3416-B ELR Engineering MTT Construction, LLC (206) 200-8764 elreng33@gmail.com A0 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser 6/18/2019 6:07:23 PM LfrC ForteWEB Q.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: 3416-A Page 17 / 32 4 F O R T E" CM MEMBER REPORT PASSED FLOOR-2, 12 1 piece(s) 5 1/2" x 15" 24F-V4 DF Glulam Overall Length: 16' 9,00" ( 16' 9.00" 1 1 o a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results . Actual @ Location; Allowed Result LOF Load: Combination (Pattern) Member Reaction (Ibs) 6870 @ 16' 7.50" 10725 (3.00") Passed (64%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 5630 @ 15' 3.00" 14575 Passed (39%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-Ibs) 27703 @ 8' 5.24" 41034 Passed (68%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Dell. (in) 0.300 @ 8' 4.73" 0.550 Passed (L/659) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.486 @ 8' 4.73" 0.825 Passed (L/407) 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/360) and TL (U240). • Top Edge Bracing (Lu): Top compression edge must be braced at 16' 9.00" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 16' 9.00" o/c unless detailed otherwise. • Critical positive moment adjusted by a volume factor of 0.99 that was calculated using length L = 16' 6.00". • 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 Loads to Supper (Ibs) A—sories Total Available Required Dead Floor Live Snow Total 1- Trimmer - HF 3,00" 3.00" 1.83" 2499 4049 685 7233 None 2 - Trimmer - HF 3.00" 3.00" 1 1.92" 2629 4241 771 7641 None Vertical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 16' 9.00" N/A 20.0 — 1 - Uniform (PSF) 0 to 4' 2.50" 8' 1.00" 10.0 - - 2 - Uniform (PSF) 0 to 4' 2.50" 2' 8.00" 15.0 - 25.0 3 - Uniform (PLF) 4' 2.50" to 16' 9.00" N/A 296.3 510.0 93.8 Linked from: 3, Support 1 4 - Uniform (PLF) 0 to 4' 2.50" N/A 135.0 450.0 - Linked from: 4, Support 1 System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Weyerhaeuser Notes 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 jurisdiction. The designer of record, builder or framer is responsible 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 Weyerhaeuser 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-1387 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. The product application, input design loads, dimensions and support information have been provided by RHD ForteWES Software Operator Job Notes Eric L Rice 3416-B ELR Engineering MTT Construction, LLC (206) 200-8764 elreng33@gmail.com A0 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser 6/18/2019 6:07:23 PM LITC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: 3416-A Page 18 / 32 i:�I. r O R T G• M MEMBER REPORT PASSED FLOOR-2, 13 1 piece(s) 5 1/2" x 12" 24F-V4 DF Glulam Overall Length: 8' 9.00" 4 a a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. .Deli o„Resfults,J,�k itciva� �iiocationr= anowea rteiutt �, a� ` „LDF�* londCombinaHon Pattern 5'^ Member Reaction (Ibs) 1405 @ 1.50" 10725 (3.00") Passed (13%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1003 @ V 3.00" 13409 Passed (7%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 2899 @ 4' 4.50" 30360 Passed (10%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.016 @ 4' 4.50" 0.283 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.026 @ 4' 4.50" 0.425 Passed (L/999+) -- 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 8' 9.00" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 8' 9.00" o/c unless detailed otherwise. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 8' 6.00". • 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. t x' ray '� � � � , Bearing�Length 1 J. ' { Loads tO Supports (Ibs)'', rx i f xG`w<x1 �I'"i TdR'i� r,nDeaASwbt " Supports k, rAd f :_ ��.� y`x < Totalryj Avaflableh JRe9uir� Total Accessones irti7r�i,. 1- Trimmer - HF 3.00" 3.00" 1.50" 571 834 1405 None 2 - Trimmer - HF 3.00" 3.00" 1.50" 571 834 1405 None " d�KrM k t;`. +2 11 i r lSnowfyl R c� x' Vett�cal roads r (Sde),ry C�ormmene�f'? 0 - Self Weight (PLF) 0 to 8' 9.00" N/A 16.0 -- 1 - Uniform (PSF) 0 to 8' 9.00. 7' 7.50" 15.0 25.0 System: Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD 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 jurisdiction. The designer of record, builder or framer is responsible 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 Weyerhaeuser 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-1387 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. input design loads, dimensions and support information have been provided by RHD ForteWEB Software Operator Job Notes Eric L Rice 3416-8 ELR Engineering MTT Construction, LLC (206) 200-8764 elreng33@gmail.com A7A\ SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser 6/18/2019 6:07:23 PM LTC ForteWEB Q.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: 3416-A Page 19 / 32 4 FORTE"CM MEMBER REPORT FLOOR-2, 14 1 piece(s) 1 3/4" x 117/8" 2.0E Microllam@ LVL Overall Length: 12' 4,50" M;1 12' 4.50" a a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual ® Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 979 @ 3.50" 1969 (1.50") Passed (50%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 815 @ 1' 3.38" 3948 Passed (21%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2886 @ 6' 2.25" 8924 Passed (32%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.099 @ 6' 2.25" 0.295 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.164 @ 6' 2.25" 1 0.590 1 Passed (L/863) 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (1./480) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 11' 10.00" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 11' 10.00" o/c unless detailed otherwise. Supports Bearing Length Loads to Supports(Ibs) A«essonies Total Available Required Dead Floor Live Total 1 - Hanger on 117/8" LVL beam 3.50" Hanger' 1.50" 407 619 1026 See note ' 2 - Hanger on 117/8" LVL beam 3.50" Hanger' 1.50" 407 619 1026 See note ' • R[ nanger suppur , me i uwr oeanng uimensiun is equai w we wium ur we macenal ma[ is supWrung me nanger • ' See Connector grid below for additional Information and/or requirements. PASSED System : Floor Member Type : Flush Beam Building Use : Residential Building Cale : IBC 2015 Design Methodology : ASD Connector: Simpson Strong -Tie support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger IUSS.81/11.88 2.00" N/A 10-10d 2-10dxl.5 2 - Face Mount Hanger IUS1.81/11.88 2.00" N/A 10-10d 2-10dxl.5 Vertical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Comments 0 - Self Weight (PLF) 3.50" to 12' 1.00" N/A 6.1 1 - Uniform (PSF) 0 to 12' 4.50" (Front) 2' 6.00" 12.0 40.0 Default Load 2 - Uniform (PSF) 0 to 12' 4.50" (Top) T 0.00" 10.0 - Weyerhaeuser Notes 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 jurisdiction. The designer of record, builder or framer is responsible 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 Weyerhaeuser 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-1387 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/woo(lproducts/document-library. The product application, Input design loads, dimensions and support information have been provided by RHD Al l SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser FortewEB Software operator 6/18/2019 6:07:23 PM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: 3416-A Page 20 / 32 Job Notes Eric L Rice 3416-B ELR Engineering MTT Construction, LLC (206) 200-8764 elreng33@gmail.com ig. F O R T E CM MEMBER REPORT PASSED FLOOR-2, 15 1 piece(s) 3 1/2" x 11 7/8" 2.2E Parallam@ PSL I «verall Length:21' 0.00" --- - — ---- -- i ( 21' 0.09' L All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1404 @ 4.00" 6024 (4.25") Passed (23%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1387 @ P 5.38" 8035 Passed (17%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 7032 @ 8' 5.08" 19902 Passed (35%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.119 @ 9' 3.41" 0.508 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.505 @ 10' 1.58" 1 1.017 1 Passed (L/483) 1.0 D + 1.0 L (All Spans) • uenecoon criteria: LL (L/4uu) ana IL (L/z4u). • Top Edge Bracing (Lu): Top compression edge must be braced at 20' 10.00" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 20' 10.00" o/c unless detailed otherwise. Supports Searing Length loads to Supports (Ibs) Accessories Total Available Required Dead Floor Lire Total 1 - Stud wall - HF 5.50" 4.25" 1.50" 930 474 1404 1 1/4" Rim Board 2 - Stud wall - HF 5.50" 4.25" 1.50" 1034 145 1179 1 1/4" Rim Board —,. — .a w a 17 "1. 11'vp— ul-ur aw•cIL, uryaamny um manuci ucmg u 911 u. Vertical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Comments 0 - Self Weight (PLF) 1.25" to 20' 10.75" N/A 13.0 1 - Uniform (PSF) 5' 1.00" to 21' 0.00" (Top) 8' 1.00" 10.0 - 2 - Point (lb) 5' 1.00" (Back) N/A 407 619 Support 2 Linked from: 14, 0 System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASO Weyerhaeuser Notes 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 jurisdiction. The designer of record, builder or framer is responsible 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 Weyerhaeuser 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-1387 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/wDodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by RHD A0 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser ForteWES Software Operator 6/18/2019 6:07:23 PM LITC ForteWEB Q.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: 3416-A Page 21 / 32 Job Notes Eric L Rice 3416-B ELR Engineering MTT Construction, LLC (206) 200-8764 elreng33@gmail.com Fil F O R T E' CM MEMBER REPORT PASSED FLOOR-2, 16 1 piece(s) 4 x 10 Douglas Fir -larch No. 2 Overall Length: T 0.00` T 0,00" 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual ® Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2319 @ 1.50" 6563 (3.00") Passed (35%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1643 @ 1' 0.25" 3885 Passed (42%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 3773 @ T 6.00" 4492 Passed (84%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.064 @ T 6.00" 0.225 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.084 @ T 6.00" 0.338 Passed (L/967) 1.0 D + 1.0 L (All Spans) • ueneamon criteria: LL (UJbU) ano IL (L/24U). • Top Edge Bracing (Lu): Top compression edge must be braced at 7' 0.00" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 7' 0.00" o/c unless detailed otherwise. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Fbor Live Total 1 - Column - HF 3.00" 3.00" 1.50" 557 1762 2319 Blocking 2 - Column - HF 3.00" 3.00" 1.50" 557 1762 2319 Blocking • niouuny raneia are assumeu w •arry no ioaas appneu uirecay dDove urem ano me run ioau is appueo w me memoer Demg Designeo. Vertical Loads Location (Side) TributaryWidth Dead (0.90) Floor Live (1.00) Comments 0 - Self Weight (PLF) 0 to T 0.00" N/A 8.2 1- Uniform (PSF) 0 to T 0.00" (Top) 12' 7.00" 12.0 40.0 Default Load 0 System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASO Weyerhaeuser Notes 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 jurisdiction. The designer of record, builder or framer is responsible 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 Weyerhaeuser 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-1387 and/or tested in accordance with applicable ASfM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducis/document-library. The product application, input design loads, dimensions and support information have been provided by RHD ForteWEB Software Operator Job Notes Eric L Rice 3416-B ELR Engineering MTT Construction, LLC (206) 200-8764 elreng33@gmail.com A7 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser Y 6/18/2019 6:07:23 PM L1TC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: 3416-A Page 22 / 32 191 F O R ` E" CM MEMBER REPORT PASSED FLOOR-2, 17 1 piece(s) 3 1/2" x 117/8" 2.2E Parallamp PSL Overall Length: 13' 6.00" < 13' 6.09' a a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Its) 2617 @ 2.00" 4922 (2.25") Passed (53%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 2154 @ 1' 3.38" 9241 Passed (23%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 8534 @ 6' 9.00" 22888 Passed (37%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Dell. (in) 0.128 @ 6' 9.00" 0.329 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.269 @ 6' 9.00" 1 0.658 1 Passed (L/587) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/480) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 13' 4.00" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 13' 4.00" o/c unless detailed otherwise. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1- Beam - GLB 3.50" 2.25" 1.50" 1391 1266 2657 1 1/4" Rim Board 2 - Beam - GLB 3.50" 2.25" 1 1.50" 1391 1266 2657 1 1/4" Rim Board • Rim Board is assumed to carryall bads applied directly above it, bypassing the member being designed. Vertical Loads Location (Side) Tributary Width Dead (0.90) Snow (1.15) Comments 0 - Self Weight (PLF) 1.25" to 13' 4.75" N/A 13.0 1 - Uniform (PSF) 0 to 13' 6.00" (Top) 8' 1.00" 10.0 - 2 - Uniform (PSF) 0 to 13' 6.00" (Top) 4' 0.00" 15.0 25.0 3 - Uniform (PSF) 0 to IT 6.00" (Top) 3' 6.00" 15.0 25.0 System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASO Weyerhaeuser Notes 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 jurisdiction. The designer of record, builder or framer is responsible 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 Weyerhaeuser 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-1387 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. The product application, input design loads, dimensions and support information have been provided by RHO ForteWES Software Operator Job Notes Eric L Rice 3416-B ELR Engineering MTT Construction, LLC (206) 200-8764 elreng33@gmail.com Al SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser 6/18/2019 6:07:23 PM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: 3416-A Page 23 / 32 191 F O R T E" MB MEMBER REPORT PASSED FLOOR-2, 18 1 piece(s) 3 1/2" x 12" 24F-V4 DF Glulam Overall Length: 12' 6.00" 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 4931 @ 5.50" 4931 (2.17) Passed (100%) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 3168 @ 1' 5.50" 8533 Passed (37%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Pos Moment (Ft-Ibs) 9224 @ 4' 4.00" 19320 Passed (48%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in) 0.090 @ 5' 8.84" 0.390 Passed (L/999+) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.202 @ T 9.14" 0.585 Passed (L/697) 1.0 D + 0.75 L + 0.75 S (All Spans) • Deflection criteria: U. (L/360) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 12' 1.00" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 12' 1.00" o/c unless detailed otherwise. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 11' 8.50". • 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 Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow total 1 - Hanger on 12" GLB beam 5.50" Hanger- 2.17" 2561 1027 2439 6027 See note r 2 - Column - HF 5.50" 5.50" 1.50" 694 188 515 1397 Blocking rnuuuuy 1-- dre dawmw w urrry nu rudua dpp- urrecuy dwve morn dnu we run mdu rs dppneu u7 ire memoer Demg aesigneu. • At hanger supports, the Total Beating dimension Is equal to the width of the material that Is supporting the hanger • 1 See Connector grid below for additional Information and/or requirements. b System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Connector. Simpson Strong -Tie Support Mode Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1- Face Mount Hanger HHUS410 3.00" N/A 30-10d 10.10d Vertical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Snow (LIS) Comments 0 - Self Weight (PLF) 5.50" to 12' 6.00" N/A 10.2 1 - Uniform (PSF) 0 to 4' 6.00" (Top) 6' 9.00" 12.0 40.0 Default Load 2 - Uniform (PSF) 0 to 4' 6.00" (Top) 8' 1.00" 10.0 Default Load 3 - Uniform (PSF) 0 to 4' 6.00" (Top) 4' 0.00" 15.0 25.0 Default Load 4 - Point (lb) 8.50" (Top) N/A 743 1238 5 - Point (lb) 4' 4.00" (Top) N/A 1391 1266 Linked from: 17, Support 2 Weyerhaeuser Notes 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 jurisdiction. The designer of record, builder or framer is responsible 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 Weyerhaeuser facilities are third -parry certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 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/woodproduM/document-library. The product application, Input design loads, dimensions and support information have been provided by RHD ForteWEB Software operator 6/18/2019 6:07:23 PM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: 3416-A Page 24 / 32 Sob Notes Eric L Rice 3416-B ELR Engineering MTT Construction, LLC elren 33@gr ai elreng33@gmail.com i91 F O R T E* CM MEMBER REPORT PASSED FLOOR-2, 19 1 piece(s) 3 1/2" x 12" 24F-V4 DF Glulam 0 n All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. DeM n Results Actual_ 0 Location Allowed Resuft LDF Load: Combination (Pattern) Member Reaction (Ibs) 2334 @ 6' 2.50" 3413 (1.50") Passed (68%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1539 @ 5' 2.50" 7420 Passed (21%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-Ibs) 3428 @ 3' 3.25" 16800 Passed (20%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Dell. (in) 0.018 @ T 3.25" 0.196 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.023 @ T 3.25" 0.294 Passed (L/999+) 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (1-/360) and TL (t/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 6' 3.00" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 6' 3.00" o/c unless detailed otherwise. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 5' 10.50". • 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 Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Column - HF 5.50" 5.50" 1.50" 625 1973 2598 Blocking 2 - Hanger on 12" GLB beam 5.50" Hangerr 1 1.50" 645 2049 2694 See note • Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional Information and/or requirements. System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASO Connector: Simpson. Strong -Tie support Model seat Length Top Fasteners Face Fasteners Mernber Fasteners Aaeessories 2 - Face Mount Hanger HUS412 2.00" N/A 10-16d 10-16d Vertical Loads Location (Side) Tributary Width Dead (0.90) Fioor.tive (1.60) Comments 0 - Self Weight (PL17 0 to 6' 2.50" N/A 10.2 1 - Uniform (PSF) 0 to 6' 8.00" (Top) 15 1.00" 12.0 40.0 Default Load Weyerhaeuser Notes 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 jurisdiction. The designer of record, builder or framer is responsible 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 Weyerhaeuser 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-1387 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. The product application, input design loads, dimensions and support Information have been provided by RHO ForteWEB software Operator Job Notes Eric L Rice 3416-B ELR Engineering MTT Construction, LLC (206) 200-8764 elreng33@gmail.com A`i T SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser 6/18/2019 6:07:23 PM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: 3416-A Page 26 / 32 ig F O R T EM MEMBER REPORT PASSED FLOOR-2, 20 1 piece(s) 5 1/2" x 12" 24F-V4 DF Glulam 0 Overall Length: 28' 8.00" r b 12' 3.00" 13' 0.00" T 5.00" 1 a � o a � All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 9805 @ 12' 3.00" 19663 (5.50") Passed (50%) -- 1.0 D + 0.75 L + 0.75 S (Adj Spans) Shear (Its) 3120 @ 11' 0.25" 13409 Passed (23%) 1.15 1.0 D + 1.0 S (Adj Spans) Pos Moment (Ft-Ibs) 7202 @ 5' 5.03" 30360 Passed (24%) 1.15 1.0 D + 1.0 S (All Spans) Neg Moment (Ft-Ibs) -6128 @ 12' 3.00" 23403 Passed (26%) 1.15 1.0 D + 0.75 L + 0.75 S (Adj Spans) Live Load Defl. (in) 0.063 @ 5' 11.42" 1 0.397 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.116 @ 5' 10.82" 1 0.596 1 Passed (L/999+) 1.0 D + 1.0 S (Alt Spans) • Deflection critena: U. (L/36o) and It. (1124o). • Top Edge Bracing (Lu): Top compression edge must be braced at 28' 8.00" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 28' 8.00" o/c unless detailed otherwise. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 10' 2.06". • Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 7' 2.75". • -779 Ibs uplift at support located at 28' 4.00". Strapping or other restraint may be required. • 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. Bearing Length Loads to Supports (Ibs) Total Available Required Dead Floor Live Snow Total Supports Accessories 1 -Column - HF 5.50" 5.50" 2.52" 3678 -113 5319 9971- 8113 Blocking 2 - Column - HF 5.50" 5.50" 2.74" 4984 1757 4671 11412 Blocking 3 - Column - HF 5.50" 5.50" 2.25" 3396 3618 2587 9601 Blocking 4 - Column - HF 5.50" 5.50" 1.50" 380 -1159 873 1253/- Blocking 1159 -nu,y raven me --- w wrry nu ruaua appueu auecuy auuve mum anu me run roau is appueo w me merroer oemg oesigneo. Vertical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 28' 8.00" N/A 16.0 -- 1 - Uniform (PSF) 25' 3.00" to 28' 8.00" (Top) 60.00" 15.0 25.0 2 - Uniform (PSF) 0 to 12' 3.00" (Top) 6' 0.00" 15.0 25.0 3 - Uniform (PSF) 0 to 12' 3.00" (Top) 811.001, 10.0 4 - Uniform (PSF) 25 3.00" to 28' 8.00" (Top) 8' 1.00" 10.0 - 5 - Uniform (PSF) 0 to 12' 3.00" (Top) 5 6.00" 15.0 25.0 6 - Uniform (PSF) 25' 3.00" to 28' 8.00" (Top) 5' 6.00" 15.0 25.0 7 - Point (lb) 2.75" (Top) N/A 2242 3737 8 - Point (lb) 12' 3.00" (Front) N/A 2561 1027 2439 Linked from: 18, Support 1 9 - Point (lb) 25 3.00" (Front) N/A 2561 1027 2439 Linked from: 18, Support I 10 - Point (lb) 20' 3.00" (Back) N/A 645 2049 - Linked from: 19, Support 2 0 System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD ForteWEB Software Operator 6/18/2019 6:07:23 PM UTC ForteWEB Q.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: 3416-A Page 27 / 32 Job Notes Eric L Rice 3416-8 ELR Engineering MTT Construction, LLC (206) 200.8764 elreng33@gmail.com FO RT E"� MEMBER REPORT PASSED FLOOR-1, 1 1 piece(s) 6 x 12 Douglas Fir -Larch No. 2 0 Overall Length: 25' 0.00" 1 1 1 1 1 1 i,l 11 1 1 1 1 1 1 i t 7.50: 6' 7.50" I. T 0.00" 1. 8' 1.50, t, 7.501: t 1 a o 1 a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. a Design Results Actual A Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 13422 @ 15' 3.00" 15469 (4.50") Passed (87%) -- 1.0 D + 1.0 L (Adj Spans) Shear (Ibs) 5207 @ 16' 4.75" 7168 Passed (73%) 1.00 1.0 D + 1.0 L (Adj Spans) Moment (Ft-Ibs) -9024 @ 15' 3.00" 8840 Passed (102%) 1.00 1.0 D + 1.0 L (Adj Spans) Live Load Defl. (in) 0.062 @ 19' 2.05" 0.267 Passed (L/999+) 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.041 @ 25' 0.00" 0.200 Passed (2L/999+) 1.0 D + 1.0 L (Alt Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Overhang deflection criteria: LL (2L/360) and TL (2L/0.2"). • Top Edge Bracing (Lu): Top compression edge must be braced at 25' 0.00" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 6.00" o/c unless detailed otherwise. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Column - HF 3.00" 3.00" 2.27" 1999 5809 7808 Blocking 2 - Column - HF 4.50" 4.50" 3.67" 3092 9538 12630 Blocking 3 - Column - HF 4,50" 4.50" 3.90" 3252 10170 13422 Blocking 4 - Column - HF 1 3.00" 1 3.00" 1.85" 1488 4858 1 6346 1 Blocking • moumng raneis are assumes ro carry no loans appueo oirecuy aoove ulem ano ule ruu roan is appueo ou me memoer oemg oeslgnea. Dead Floor Live Vertical Loads Locablon (side) TributaryWidth (0.90) (1.00) comments 0 - Self Weight (PLF) 0 to 25' 0.00" N/A 16.0 1 - Uniform (PSF) 0 to 25' 0.00" (Top) 8' 10.50" 12.0 40.0 Default Load 2 - Uniform (PSF) 0 66 18' 1.00" (Top) 911.001, 8.0 - 3 - Uniform (PSF) 0 to 18' 1.00" (Tap) 20' 0.00" 12.0 40.0 4 - Point (lb) 1& 0.00" (Top) N/A 557 1762 Linked from: 16, Support 1 5 -Point (Its) 24' 8.5W (rap) N/A T557 1762 Linked from: 16, Support 2 0 System : Floor Member Type: Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Neverhaeuser Notes Veyerhaeuser 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 Veyerhaeuser 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-1381 nd/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to nww.weyerhaeuser.com/woodproducts/document-library. he product application, Input design loads, dimensions and support Information have been provided by RHD A-0 SUSTAINABLE FORESTRY INITIATIVE 1 Weyerhaeuser ForteWES Software Operator 6/18/2019 6:07:23 PM lffC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: 3416-A Page 29 / 32 Job Notes Eric L Rice 3416-B ELR Engineering MTT Construction, LLC (206) 200-8764 elreng33@gmail.com 4 FO R T E• CM MEMBER REPORT PASSED FLOOR-1, 2 1 piece(s) 6 x 10 Douglas Fir -Larch No. 2 0 Overall Length: 25' 4.00' ly 6' 7.50" L T 0.00" L 8' 5.50" 1, 7.1 Ul 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual 0 Location Allowed Resutt LDF Load: Combination (Pattern) Member Reaction (Ibs) 8190 @ 8' 3.00" 10313 (3.00") Passed (79%) -- 1.0 D + 1.0 L (Adj Spans) Shear (Ibs) 3138 @ 9' 2.00" 5922 Passed (53%) 1.00 1.0 D + 1.0 L (Adj Spans) Moment (Ft-Ibs) -5235 @ 8' 3.00" 6032 Passed (87%) 1.00 1.0 D + 1.0 L (Adj Spans) Live Load Defl. (in) 0.044 @ 4' 10.69" 0.217 Passed (L/999+) 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.051 @ 4' 10.27" 1 0.325 1 Passed (L/999+) 1.0 D + 1.0 L (Alt Spans) • uenection criteria: LL (L/ibu) and I L (LJ14U). • Overhang deflection criteria: LL (2L/360) and TL (2L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 25' 4.00" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 25' 4.00" o/c unless detailed otherwise. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Column - HF 3.00" 3.00" 1.50" 1354 3516 4870 Blocking 2 - Column - HF 3.00" 3.00" 2.38" 2221 5969 8190 Blocking 3 - Column - HF 3.00" 3.00" 2.17" 1999 5457 7456 Blacking 4 - Column - HF 1 3.00" 3.00" 1.50" 1 535 1762 1 2297 Blocking • oioaung raneis are assumea m carry no iDaos appuea airecay aoove mem ano me Tuu road Is appueo to me memoer tieing aesignea. Vertical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Comments 0 - Self Weight (PLF) 0 to 254.00" N/A 13.2 1- Uniform (PSF) 0 to 25' 4.00" (Top) T 4.50" 12.0 40.0 Default Load 2 - Uniform (PSF) 0 to 17' 5.00" (Top) 911.001, 8.0 - 3 - Uniform (PSF) 0 to 5' 7.00" (Top) 10' 2.00" 12.0 40.0 Default Load 4 - Uniform (PSF) 1 5' 7.00" to 17' 5.00" (Top) 1 11, 2.00" 1 12.0 1 40.0 1 Default Load 0 System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Weyerhaeuser Notes 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 Jurisdiction. The designer of record, builder or framer is responsible 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 Weyerhaeuser 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-1387 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/dDcument-library. The product application, Input design loads, dimensions and support information have been provided by RHD A(Ij) SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser Y ForteWES software operator 6/18/2019 6:07:23 PM JTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: 3416-A Page 30 / 32 Job Notes Eric L Rice 3416-B ELR Engineering MTT Construction, LLC (206) 200-8764 elreng33@gmail.com F O R T F CM MEMBER REPORT PASSED FLOOR-1, 3 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 0 Overall Length: 25' 4.00" • l a I 1'1 Ir 7.5 " 6' 7,50" 7' 0.00" 8. 5.50" 7.5 a a a a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual 0 Location Allowed Retutt LDF Load: Combination (Pattern) Member Reaction (Ibs) 3585 @ 15' 3.00" 6563 (3.00") Passed (55%) -- 1.0 D + 1.0 L (Adj Spans) Shear (Ibs) 1644 @ 15' 11.75" 3045 Passed (54%) 1.00 1.0 D + 1.0 L (Adj Spans) Moment (Ft-Ibs) -2733 @ 15' 3.00" 2989 Passed (91%) 1.00 1.0 D + 1.0 L (Adj Spans) Live Load Defl. (in) 0.125 @ 19' 7.53" 0.278 Passed (1-/799) 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.152 @ 19' 7.76" 0.417 Passed (L/658) 1.0 D + 1.0 L (Alt Spans) • uenecoon crneria: LL (L/mw) ana I L • Overhang deflection criteria: LL (2L/360) and TL (2L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 25' 4.00" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 25' 4.00" o/c unless detailed otherwise. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Aceessories Total Available Required Dead Floor Live Total 1 - Column - HF 3.00" 3.00" 1.50" 440 1490 1930 Blocking 2 - Column - HF 3.00" 3.00" 1.50" 635 2404 3039 Blocking 3 - Column - HF 3.00" 3.00" 1.64" 811 2774 3585 Blocking 4 -Column - HF 1 3.00" 3.00" 1.50" 505 1650 12155 1 Blocking o1-11y raIICIS ale a55U1Ileu W -11Y flu IWU5 applluo ulR uy doove ulem anu me run Ioao Is appueo uD me memoer oeing oeslgneo. Vertical Loads Location (side) Tributary Width Dead (0.90) Floor Live (1.00) Comments 0 - Self Weight (PLF) 0 to 25' 4.00" N/A 6.4 1 - Uniform (PSF) 0 to 25' 4.00" (Top) T 4.00" 12.0 40.0 Default Load 0 System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASO Weyerhaeuser Notes 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 jurisdiction. The designer of record, builder or framer is responsible 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 Weyerhaeuser 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-1387 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/wwdpmducWdocument-library. The product application, Input design loads, dimensions and support information have been provided by RHO A0 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser ForteWEB Software operator 6/18/2019 6:07:23 PM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: 3416-A Page 31 / 32 Job Notes Eric L Rice 3416-B ELR Engineering MTT Construction, LLC (206) 200-8764 elreng33@gmail.com