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BLD20150038 (2).PDFA OF E D.,y CITY OF. EDMONDS 121 5TH AVENUE NORTH - EDMONDS, WA 98020 qc'. 189U PHONE: (425) 771-0220 - FAX: (425) 771-0221 STATUS: ISSUED 04/08/2015 t , Expiration Date :-� !` Project Address 9221 OLYMP�IC VIEW 'DR, ® EDMONDS o-L4� 2v�i Parcel No: 27031300103 00 CHRIS OLSON SCOTT ALAN & ASSOCIATES INC SCOTT ALAN & ASSOCIATES INC 9221 OLYMPIC VIEW DRIVE P8 Box 1465 Po Box 1465 EDMONDS, WA 98020 Edmonds, WA 98020 Edmonds, WA 98020 (206)261-1604 (206)261-1604 LICENSE #: SCOTTAA8830D EXP:09/25/2016 JOB 1 NEW SINGLE FAMILY RESIDENCE - PLUMBINGAND MECHANICAL INCLUDED VALUATION: $508,228.40 CO..MPLET.ED PERMIT TYPE: Residential PERMIT GROUP: 64 - Single Family Residence New GRADING: N CYDS: 900 TYPE OF CONSTRUCTION: VB RETAINING WALL ROCKERY: OCCUPANT GROUP: R-3/U OCCUPANT LOAD: FENCE:, ( 0 X 0 FT.) CODE: 2012 OTHER: ------- OTHER DESC: ZONE: RS-12 NUMBER OF STORIES: 2 VESTED DATE: NUMBER OF DWELLING UNITS: I LOT 4: BASEMENT: 0 1 ST FLOOR: 1671 2ND FLOOR: 2528 BASEMENT: 0 1 ST FLOOR: 0 2ND FLOOR: 0 3RD FLOOR: 0 GARAGE: 678 DECK: 1474 OTHER: 596 3RD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER: 0 BEDROOMS:3 BATHROOMS:5 1 BEDROOMS:0 BATHROOMS:0 REQUIRED: W 25 PROPOSED: 25.3 REQUIRED: N 10 PROPOSED: 10.5 REQUIRED: E 25 PROPOSED: 25.5 HEIGHT ALLOWED:25 PROPOSED:24.98 REQUIRED: S 10 PROPOSED: 19.3 SETBACK NOTES: Street setback measured to deck I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOINGTHE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO -LL WORKMEN'S COMPENSATION INSURANCE AND RCW 18:27. ILS.&L'PLII:ATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IN Signature Print Name Date Released By Date ATTENTION IT IS 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/ IBCI / IRCI l0. ONLINE APPLICANT ASSESSOR OTHER STATUS: ISSUED BLD20150038 CONDITIONS • 1) Chimney may only be 9 sq ft in section for that portion above the height limit. • 2) Vent pipe may only be 18 inches above height limit. • 3) A landscaping maintenance bond of$1950.00 is required. • 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. • Installation, use and maintenance of equipment and components shall be per manufacturer's specifications, installation instructions, and applicable state codes. Provide manufacture's installation instructions on site for Building Inspector. • 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 of the 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 one an elevation survey is required. • 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 L vent 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. • Gas pipe test must be observed by City Building Inspector, affidavits shall not be accepted. • 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 425-290-1309. • 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 from temporary construction sites as a result of construction activity are exempt from the noise limits of ECC 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 fromthe issuance for this perniit. 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. • New and existinibuildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly visible from the street or road fronting the property. Address numbers shall be Arabic numerals or alphabet letters. Numbers shall be legible from the public way, at least 4 inches high with a % inch min. stroke width on a contrasting background. • Independent certified backflow tester to perform test on backflow assembly and submit report to city. • 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. THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE SEPARATE PERMISSION. PERMIT TIME LIMIT. SEE ECDC 19.00.005(A)(6) BUILDING (425) 771-0220 EXT. 1333 1 FNGWEERING (425) 771-0220 EXT. 1326 1 FIRE (425) 775-7720 PUBLIC WORKS (425) 771-0235 PR&TREATNEENT (425) 672-5755 1 RECYCLING (425) 2754801 When calling for an inspection please lease the following information: Permit Number, Job Site Address, Type of Inspection being requested, Contact Name and Phone Number, Date Prefereed, and whether you prefer morning or afternoon. • E-Erosion Control/Mobilization • E-Storm Tightline • E-Infiltration System(3) • E-Footing Drain Connection • E-Water Service Line • F Driveway Form& Slope Ver. • E-Retaining Wall Drainage • E-Engineering Final • B-Retaining Wall • B-Setbacks • B-Footings • B-Foundation Wall • B-Foundation Drainage • B-Isolated Footings/Piers • B-Hydronic Heating • B-Slab Insulation • B-Plumb Ground Work • B-First Floor Framing/Underfloor • B-Plumb Rough In B-Gas Test/Pipe • B-Mechanical Rough In. • B-E)derior Wall Sheathing/Nailing • B-Roof Sheathing • B-Window Flashing • B-Height Verification • B-Hydronic Heating • B-Framing • B-WallInsulation/Caulk • B-SheetrockNail • B-Building Final • P-Planning Final City of Edmonds DEVELOPMENT SERVICES RESIDENTIAL BUILDING PERMIT APPLICATION 121 50' Avenue N, Edmonds, WA 98020 Phone 425.771.0220 4 Fax 425.771.0221 PLEASE REFER TO THE RESIDENTIAL BUILDING CHECKLIST FOR SUBMITTAL REQUIREMENTS PRO_ JECT ADDRESS (Street, Suite #, City State, Zip): a� __ GC Parcel #: Subdivision/Lot #: Project Valuation: $ APPLICANT- Phone: Fax: Address (Street, City, State, Zip): %6 5 —t- / d �� E- it Address: c owl PR PERTY OWNER: Phone: Fax: Address (Street, City, State, Zip): E-Mail Address: LENDING AGENCY: i Phone: Fax: Address (Street, City, State, Zip): E-Mail Address: CONTRACTOR-* LAC9,6 Phone: .0 go C-/ Fax: dress (Street, City, State, Zip): ra,%� % I am � E- ail Address: I y C1 dU� *Contractor must have a valid City of Edmonds business license prior to doing work in the City. Contact the City Clerk's Office at 425.775.2525 WA 9tate License # Dat S City Business License #/Exp. Date: DETAIL THE SCOPE OF WORK: CS i �i;✓[ d� (!?/t' l� PROPOSED NEW SQUARE FOOTAGE FOR THIS PROJECT: Basement: s . ft. Select Basement Type: Finished Unfinished LJ I' Floor: / s . ft. f Garage/Carport: o s . ft. 2.nd Floor: Z s . fto7 J1, Deck/Cvrd Porch/Patio: tS 4 t_ / Z- , a s . ft. Bedrooms # Full-3/4 Bath # 3 Half -Bath # Other: l Z s . ft. Fire Sprinklers: Yes LK No LJ Retaining Wall: Yes No I declare under penalty of perjury laws 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 apermit application to the City of Edmonds. Print Name: L �'C v Owner ❑ Agent/Other ❑ (speci fY)•(af2&��)" Signa Date: — - FORM A LABuilding New Folder 2010\DONE & x-ferred to L-Building-New drive\Form A2014.doex Updated: 1/17/2014 OF Duo -� DEVELOPMENT SERVICES _ RESIDENTIAL BUILDING PERMIT APPLICATION FORM A Fsi 1 aqo 121 5" Avenue N, Edmonds, WA 98020 City of Edmonds Phone 425.771.0220 2 Fax 425.771.0221 Equipment Type MECHANICAL Appliance/Equipment Information (new and relocated) Total # Furnace Gas #_Elec # Other: # BTUs: <100k >100k Locations) Air Handler / VAV (circle selected) Gas #—Elec # Other: — # CFM: <10k_>10k Location(s) — AC / Compressor / Boiler / Heat Pump / Gas #—Elec #—Other: #_ BTUs: <100k, 100k-500k, 500k-1Mil Roof Top Unit HP: <3 3-15, 15-30 Location(s) (circle selected) Hydronic Heating Gas #$Elec #—In-Floor—Wall �i— Radiant— Boiler BTUs: Location Exhaust Fans (single Bath #Kitchen #Laundry # Other: —#— — Fireplace Gas #?.Elec # Other: #_L Location(s) C Q• Dryer Duct b FUEL GAS Ism Appliance Type Appliance/Equipment Information (new and relocated) Total # AC Unit BTUs: Location(s): Furnace BTUs: Location(s): Water Heater BTUs: Location(s): Boiler BTUs: D Location(s): Other: BTUs: Location(s): Fireplace/Insert BTUs: oo 4.,ocation(s): Stove/Range/Oven D "-4) Dryer Aj /T Outdoor BBQ TOTAL OUTLETS PLUMBING FIXTURE COUNT Fixture Type.(new and relocated) Total # Fixture Type (new and relocated) Total # Water Closet (Toilet) S� Pressure Reduction Valve/Pressure Regulator Sink (kitc en, laundry, lavatory bar, eye wash, etc.) Water Service Line ll Tub/Shower Drinking Fountain Dishwasher l Clothes Washer] Hose Bib Backflow Prevention Device (e g. RBPA, DCDA, AVB) Water Heater Tankless? Yes EL No ❑ Hydronic Heat in: Floor Wall Q Floor Drain/Floor Sink Other: Refrigerator water supply (for water/ice dispenser) l Other: FORM A L:\Building New Folder 2010\DONE & x-ferred to L-Building-New driveTorm A2014.docx Updated: 1/17/2014 L E•-• M +ENGINEERS off'MICROFILM Sc 8. anned ld'yJ-- August 13, 2015 City of Edmonds Building Department 250 5th Avenue N. Edmonds, Washington 98020 Re: Olson Building Height at 9221 Olympic View Drive, BLD20150038 Dear Sirs, We have been retained by Scott Schreiber the contractor for the above captioned residence to determine the as -built elevation of the main floor for the new residence on the property. On August 13, 2015 we dispatched a survey crew to the site to determine the elevation. Based upon these measurements we find the elevation of the main floor to be 172.31. The elevation is based upon original survey datum established for the topographic survey of the property by LSA. Should you require any further information, please call me at 425-775-1591. Sincerely, Jeffrey T. Treiber, P.L.S. Certificate No. 22969 Lovell-Sauedand & Associates, Inc. 19217 361, Avenue W., Suite 106, Lynnwood, Washington 98036 425-775-1591 LSAengineering.com as 4w "C O U a � a PA � CCU � v y N ^C 3 O N Q C� � 0 �ccw 4 b C � A .5 u Cv w 40 rA a +r a a� .0 a t c 0 •y V :o t O O �C.0 M M O O o0 � O O M N M m N Q.. 0 o O U ZZ aa0 U) 0 Z 0 � w w C co 3: 3:a w w00 > >Q U ZU� EL Oa J U) 0 U)OZ O R -2 N m = N rn>Oa) w a) in cn � o -U U Q2a: cn U 0 rw V J a 0 2 a Z U) a f7 REED &ASSOCIATES, PS JAB 09 2M Civil & Structural Engineering 19626 76th Ave. W. #A, Lynnwood, WA 98036 0 Ge`Y l IF Office (425)778-2793 wer@reed-assoc.com STRUCTURAL CALCULATIONS FOR: Dan Weller Olson Res. Lateral & Misc. Ret-Wall Design of a. (2)-story SFR Site: 9221-Olympic Drive, Edmonds, Wa NOT VALID WITHOUT A WET SIGNATURE F_ —14 WENDELL E. REED, PE, CBO CITY COPY 2012 IBC JOB # 14-210 Date Eng # I Desc. 12/9/2014 WER 2 I Original Calculation Shaw Lane Lot 1 Description: 14-210 otson t1a'-4-j Criteria Retained Height = 13.50 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00 :1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Surcharge Loads Surcharrgge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 350.0 Ibs Axial Live Load = 750.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Project Title: Engineer. Project Descr. Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active. Pressure = 30.0 psf/ft Passive Pressure = 389.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf Friction Coeff btwn Ftg & Soil = 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 0.0 plf ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Wind on Exposed Stem = 0.0 psf Stem Construction Wall Stability Ratios Overturning = 1.52 OK Sliding = 0.58 UNSTABLE! Slab Resists All Sliding! Total Bearing Load = 5,974 Ibs ...resultant ecc. = 15.25 in Soil Pressure @ Toe = 1,747 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than AOowable ACI Factored @ Toe = 2,184 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 43.1 psi OK Footing Shear @ Heel = 18.3 psi OK Allowable = 75.0 psi Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 31744.0 Ibs less 100% Passive Force = 70.2 Ibs less 100% Friction Force = 2,089.0 Ibs Added Force Req'd = 1,584.4 Ibs NG ,...for 1.5 :1 Stability = 3,456.4 Ibs NG Load Factors Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Design Height Above Ftg Wall Material Above "Hf Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB +fa/Fa Total Force @ Section Moment.... Actual Moment..... Allowable Shear..... Actual Shear....Allowable Wall Weight Rebar Depth 'd' Lap splice if above Lap splice if below Hook embed into footing Concrete Data fc Fy Project ID: Calculations per AC1318-11, ACI 530-11, IBC 2012, CBC 2013, ASCE 7-10 Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil _ - 0.0 ft at Back of Wall Poisson's Ratio = 0.300 Top Stem 2nd 3rd As < Min % Stem OK Stem OK ft = 5.33 4.00 0.00 = Concrete Concrete Concrete in = 10.00 10.00 10.00 _ # 5 # 4 # 5 in = 32.00 5.00 5.00 = Edge Edge Edge - No Good 0.706 oms Ibs= 1,869.0 2,527.0 5,103.0 ft-I = 5,089.8 8,002.2 22,963.5 ft-1= 4,193.4 11,336.3 24,472.5 psi = 19.0 25.5 51.9 psi = 67.1 75.0 75.0 psf = 125.0 125.0 125.0 in = 8.19 8.25 8.19 in = 26.16 12.48 23.40 in = 26.16 12.48 10.50 in = 26.16 12.48 10.50 psi = 2,000.0 2,500.0 2,500.0 psi = 60,000.0 40,000.0 60,000.0 Shaw Lane Lot 1 Project Title: Engineer: Project Descr. Project ID: Description : 14-210 Olson (13'4') Footing Dimensions & Strengths-----7 Footing Design Results Toe Width = 5.00 ft. Toe Heel Heel Width = 2.10 Factored Pressure = 2,184 0 psf Total Footing Width = 7.10 Mu': Upward = 20,648 0 ft-lb Footing Thickness = 14.00 in Mu': Downward = 2,625. 1,598 ft-lb Mu: Design 18,023 1,598 fl:4 Key Width = 0.00 in Actual 1-Way Shear 43.07 18.28 psi Key Depth = 0.00 in - Allow 1-Way Shear 75.00 75.00 psi Key Distance from Toe y = 0.00 ft Toe Reinforcing = # 5 @ 10.50 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = # 4 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % - 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 5.75 in, #5@ 9.00 in, #6@ 12.75 in, #7@ 17.25 in, #8@ 22.75 in, #9@ 28. Heel: Not req'd, Mu < S * Fr Key: No key defined Summary of Overtuming & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Rem Ibs ft ft-lb Ibs ft ft-lb Heel Active Pressure = 3,764.4 4.89 18,404.0 Soil Over Heel = 1,881.0 6.47 12,163.8 Surcharge over Heel Toe Active Pressure = -20.4 0.39 -7.9 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total = 3,744.0 O.T.M. = 18,396.0 ResistinglOverturning Ratio = 1.52 Vertical Loads used for Soil Pressure = 5,973.5 Ibs Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = 350.0 5.42 1,895.8 * Axial Live Load on Stem = 750.0 5.42 4,062.5 Soil Over Toe - Surcharge Over Toe = Stem Weight(s) = 1,750.0 5.42 9,479.2 Earth @ Stem Transitions = Footing Weight = 1,242.5 3.55 4,410:9 Key Weight = Vert. Component = Total = 5,223.5 Ibs R.M. = 27,949.7 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Project Title: Shaw Lane Lot 1 Engineer. Project ID: .Project Descr. Description: 14-210 Olson (17) Criteria Retained Height = 12.00 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00 :1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Surcharge Loads Surcharge Over Heel = & Overturning 0.0 psf Used To Resist Sliding Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 350.0 Ibs Axial Live Load = 750.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft- Toe Active Pressure = 30.0 psf/ft Passive Pressure = 389.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe =' 110.00 pcf Friction Coeff btwn Ftg & Soil = 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 0.0 plf ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Wind on Exposed Stem = 0.0 psf Stem Construction - Wall Stability Ratios Overturning = 1.52 OK Sliding = 0.57 UNSTABLE! Slab Resists All Sliding f Total Bearing Load = 4,857 Ibs ...resultant ecc. = 12.59 in Soil Pressure @ Toe = 1,461 psf OK Soil Pressure @ Heel = 27 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,843 psf ACI Factored @ Heel = 33 psf Footing Shear @ Toe = 34.1 psi OK Footing Shear @ Heel = 13.4 psi OK Allowable = 75.0 psi Sliding Calcs Slab Resists All Sliding! Lateral Sliding Force = 3,013.4 Ibs less 100% Passive Force = - 70.2 Ibs less 100% Friction Force = 1,649.0 Ibs Added Force Req'd = 1,300.5 Ibs NG ....for 1.5 :1 Stability = 2,807.2 Ibs NG Load Factors Dead Load Live Load Earth, H Wind, W Seismic, E 1.200 1.600 1.600 1.600 1.000 Design Height Above Ftg Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB +fa/Fa Total Force @ Section Moment.... Actual Moment..... Allowable Shear.... -Actual Shear..... Allowable Wall Weight Rebar Depth 'd' Lap splice if above Lap splice if below Hook embed into footing Concrete Data fc Fy Calculations per ACI 318-11, ACI 530-11, IBC 2012, CBC 2013, ASCE 7.10 Adjacent Footing Load Adjacent Footing Load. = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base AbovelBelow Soil = 0.0 ft at Back of Wall Poisson's Ratio = 0.300 Top Stem 2nd 3rd As < Mn % Stem OK Stem OK ft = 5.33 4.00 0.00 = Concrete Concrete Concrete in = 8.00 8.00 8.00 _ # 5 # 4 # 5 in = 32.00 5.50 5.50 = Edge Edge Edge - No Good 0.618 0.983 Ibs= 1,245.7 1,792.0 4,032.0 ft-I = 2,769.6 4,778.7 16,128.0 ft-I = 3,147.1 7,732.4 16,403.3 psi = 16.8 23.9 54.3 psi = 67.1 75.0 75.0 PSI` = 100.0 100.0 100.0 in = 6.19 6.25 6.19 in = 26.16 12.48 23.40 in = 26.16 12.48 6.30 in = 26.16 12.48 6.30 PSI = 2,000.0 2,500.0 2,500.0 psi = 60,000.0 40,000.0 60,000.0 Shaw Lane Lot 1 Project Title: Engineer: Project Descr: Project ID: Description: 14-21U Olson t12) Footing Dimensions & Strengths Footing Design Results Toe Width = 4.83 ft Toe Heel Heel Width = 1.70 Factored Pressure = 1,843 33 psf Total Footing Width = 6.53 Mu' : Upward = 16,297 0 ft-lb. Footing Thickness = 14.00 in Mu' : Downward = 2,450 958 ft-lb Mu: Design 13,848 958 ft-lb Key Width Key Depth = 0.00 in = 0.00 in Actual 1-Way Shear 34.07 13.43 psi Key Distance from Toe = 0.00 ft _ Allow 1-Way Shear 75.00 75.00 psi Toe Reinforcing = # 5 @ 10.50 in Pc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = # 4 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 6.00 in, #5@ 9.25 in, #6@ 13.25 in, #7@ 18.00 in, #8@ 23.50 in, #9@ 29. Heel: Not req'd, Mu < S * Fr Key: No key defined Summary of Overtuming & Resisting Forces & Moments OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-lb Ibs ft ft-lb Heel Active Pressure = 3,033.8 4.39 13,315.1 Soil Over Heel = 1,364.0 6.01 8,202.2 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -20.4 0.39 -7.9 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 350.0 5.16 1,807.2 Added Lateral Load = * Axial Live Load on Stem = 750.0 5.16 3,872.5 Load @ Stem Above Soil = Soil Over Toe = Total = 3,013.4 O.T.M. = 13,307.2 ResistinglOvertuming Ratio = 1.52 Vertical Loads used for Soil Pressure = 4,856.8 Ibs Surcharge Over Toe Stem Weight(s) = 1,250.0 5.16 6,454.2 Earth @ Stem Transitions = Footing Weight = 1,142.8 3,27 3,731.1 Key Weight = Vert. Component = Total = 4,106.8 Ibs R.M. = 20,194.6 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Shaw Lane Lot 1 Description: 14-210 Olson (10') Criteria Retained Height = 10.00 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning . Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning. Axial Load Applied to Stem Axial Dead Load = 350.0 Ibs Axial Live Load = 750.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Project Title: Engineer: Project Descr: Soil Data Allow Soil Bearing = 2.000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 30.0 psf/ft Passive Pressure = 389.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf Friction Coeff btwn Ftg & Soil = 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 0.0 plf ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Wind on Exposed Stem = 0.0 psf Wall Stability Ratios Overturning = 1.51 OK Sliding = 0.62 UNSTABLE! Slab Resists All Sliding ! Total Bearing Load = 3,992 Ibs ...resultant ecc. = 9.57 in Soil Pressure @ Toe = 1,600 psf OK Soil Pressure @ Heel = 22 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,040 psf ACI Factored @ Heel 7 29 psf Footing Shear @ Toe = 33.4 psi OK Footing Shear @ Heel = 13.2 psi OK Allowable = 75.0 psi Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 2,102,5 Ibs less 100% Passive Force = - 0.0 Ibs less 100% Friction Force = - 1,296.0 Ibs Added Force Req'd = 805.8 Ibs NG ....for 1.5 :1 Stability = 1,857.1 Ibs NG Load Factors Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Stem Construction I Design Height Above Ftg Wall Material Above "Hf Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB +fa/Fa Total Force @ Section Moment.... Actual Moment.... Allowable Shear. -Actual Shear..... Allowable Wall Weight Rebar Depth 'd' Lap splice if above Lap splice if below Hook embed into footing Concrete Data fc Fy Project ID: Calculations per ACI 318-11, ACI 530.11, IBC 2012, CBC 2013, ASCE 7.10 Adjacent Footing Load 77777777 Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil = 0.0 ft at Back of Wall Poisson's Ratio = 0.300 Top Stem 2nd 3rd Stem OK Stem OK Stem OK ft = 5.33 4.00 0.00 = Concrete Concrete Concrete in = 8.00 8.00 8.00 _ # 5 # 4 # 4 in = 32.00 8.00 4.00 = Edge Edge Edge = 0.302 0.372 0.897 Ibs= 610.6 1,008.0 2,800.0 ft-I = 950.6 2,016.0 9,333.3 ft-I = 3,147.1 5,412.6 10,400.4 psi = 8.2 13.4 37.3 psi = 67.1 75.0 75.0 psf = 100.0 100.0 100.0 in = 6.19 6.25 6.25 in = 26.16 12.48 12.48 in = 26.16 12.48 6.00 in = 26.16 12.48 6.00 psi = 2,000.0 2,500.0 2,500.0 psi = 60,000.0 40,000.0 40,000.0 Shaw Lane Lot 1 Project Title: Engineer. Project Descr. Project ID: Description: 14-210 Olson (10') Footing Dimensions & Strengths Footing Design Results Toe Width = 3.25 ft Toe Heel Heel Width = 1.67 Factored Pressure = 2,040 29 psf Total Footing Width = 4.92 Mu': Upward = 8,437 0 ft-lb Footing Thickness = 12.00 in Mu': Downward = 951 755 ft-lb Mu: Design 7,486 755 ft4b Key Width = 0.00 in Actual 1-Way Shear 33.41 13,20 psi Key Depth = 0.00 in _ Allow 1-Way Shear 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = # 4 @ 9.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = # 4 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 9.00 in, #5@ 14.00 in, #6@ 19.75 in, #7@ 27.00 in, #8@ 35.50 in, #9@ 45 Heel: Not veld, Mu < S' Fr Key: No key defined Summary of Overturning & Resisting Forces & Moments .....OVERTURNING.._. .....RESISTING ..... Force Distance Moment Force Distance Moment Item Ibs ft ft-lb Ibs ft ft-lb Heel Active Pressure = 2,117.5 3.67 7,764.2 Soil Over Heel = 1.103.7 4.42 4,876.4 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure „ _ -15.0 0.33 -5.0 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 350.0 3.58 1,254.2 Added Lateral Load = ' Axial Live Load on Stem = 750.0 3.58 2,687.5 Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) - 1,050.0 3.58 3,762.5 Earth @ Stem Transitions = Total = 2,102.5 O.T.M. = 7,759.2 Footing Weight = 738.0 2.46 1,815.5 Resisting/Overturning Ratio = 1.51 Key Weight = Vertical Loads used for Soil Pressure = 3,991.7 Ibs Vert. Component = Total = 3,241.7 Ibs R.M. = 11,708.5 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Shaw Lane Lot 1 Description : 14-210 Olson (8') Criteria Retained Height = 8.00 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00 :1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Surcharge Loads SurchaOver Heel = Used ?CoTResist Sliding & Overtuming 0.0 psf Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 350.0 Ibs Axial Live Load = 750.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Project Title: Engineer: Project Descr. Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 30.0 psf/ft Passive Pressure = 389.0 psf/ft Soil Density, Heel = 110.00 pof Soil Density, Toe = 110.00 pcf Friction Coeff btwn Ftg & Soil = 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 0.0 plf ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Wind on Exposed Stem = 0.0 psf Wall Stability Ratios Overturning = 1.54 OK Sliding = 0.67 UNSTABLE! Slab Resists All Sliding t Total Bearing Load = 3,108 lbs ...resultant ecc. = 5.92 in Soil Pressure @ Toe = 1,438 psf OK Soil Pressure @ Heel = 185 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,865 psf ACI Factored @ Heel = 239 psf Footing Shear @ Toe = 22.9 psi OK Footing Shear @ Heel = 72 psi OK Allowable = 75.0 psi Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 1,402.5 Ibs less 100% Passive Force = 0.0 Ibs less 100% Friction Force = - 940.0 Ibs Added Force Req'd = 459.2 Ibs NG ....for 1.5 :1 Stability = 1,160.5 Ibs NG Load Factors Dead Load Live Load Earth, H Wind, W Seismic, E 1.200 1.600 1.600 1.600 1.000 Stem Construction Design Height Above Ftg Wall Material Above "Hf Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB +fa/Fa Total Force @ Section Moment.... Actual Moment..... Allowable Shear..... Actual Shear..... Allowable Wall Weight Rebar Depth 'd' Lap splice if above Lap splice if below Hook embed into footing Concrete Data fc Fy Project ID: Calculations per ACI 318-11, ACI 53(M1, IBC 2012, CSC 2013, ASCE 7-10 Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil _ _ 0.0 ft at Back of Wall Poisson's Ratio = 0.300 Top Stem Stem OK ft = 5.33 = Concrete in = 8.00 # 5 in = 32.00 Edge Ibs = ft-I = ft-] = psi = psi = psf = in = in = in = in = 0.056 199.6 177.7 3,147.1 2.7 67.1 100.0 6.19 26.16 26.16 26.16 2nd Stem OK 4.00 Concrete 8.00 # 4 12.00 Edge 0.163 448.0 597.3 3,655.6 6.0 75.0 100.0 6.25 12.48 12.48 12.48 Stem OK 0.00 Concrete 8.00 # 4 6.00 Edge 0.671 1,792.0 4,778.7 7,122.4 23.9 75.0 100.0 6.25 12.48 3.60 3.60 psi = 2,000.0 2,500.0 2,500.0 psi = 60,000.0 40,000.0 40,000.0 Project Title: Shaw Lane Lot 1 Engineer. Project ID: Project Descr. Description : 14-210 Olson (8') Footing Dimensions & Strengths Toe Width = 2.50 ft Heel Width = 1.33 Total Footing Width = 3.83 Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 2,500psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in ftted:10 DEC 2014.1239PM Footing Design Results Toe Heel Factored Pressure = 1,865 239 psf Mu': Upward = 4,723 0 ft-lb Mu': Downward = 563 272 ft4b Mu: Design = 4,160 272 ft4b Actual 1-Way Shear = 22.92 7.19 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = # 4 @ 9.00 in Heel Reinforcing = # 4 @ 18.00 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: #4@ 13.25 in, #5q 20.50 in, #6@ 29.00 in, #7@ 39.25 in, #8@ 48.25 in, #9@ 4 Heel: Not req'd, Mu < S Fr Key: No key defined Summary of Overturning & Resisting Forces & Moments OVERTURNING_... .....RESISTING..... Force Distance Moment Force Distance Moment Rem Ibs ft ft-lb Ibs ft ft-lb Heel Active Pressure = 1,417.5 3.00 4,252.5 Soil Over Heel = 583.7 3.50 .2,042.1 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -15.0 0.33 -5.0 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 350.0 2.83 991.7 Added Lateral Load = * Axial Live Load on Stem = 750.0 2.83 2,125.0 Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 850.0 2.83 2,408.3 Earth @ Stem Transitions = Total = 1,402.5 O.T.M. = 4,247.5 Footing Weight = 574.5 1.92 1,100.2 ResistingfOvertuming Ratio = 1.54 Key Weight = Vertical Loads used for Soil Pressure = 3,108.2 Ibs Vert. Component = Total = 2,358.2 Ibs R.M. = 6,542.3 Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Shaw Lane Lot 1 Description: 14-210 Olson (6) Criteria Retained Height = 6.00 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 350.0 Ibs Axial Live Load = 750.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = Sliding = Slab Resists All Sliding ! Total Bearing Load = ...resultant ecc. _ Project Title: En ineer: Pro)ect Descr. Soil Data Allow Soil Bearing = 2.000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psffft Toe Active Pressure = 30.0 psf/ft 'Passive Pressure = 389.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf Friction Coeff btwn Ftg & Soil = 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 0.0 plf ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Wind on Exposed Stem = 0.0 psf Stem Construction Design Height Above Ftg 1.52 OK Wall Material Above "Ht" 0.84 UNSTABLE! Thickness 2,522 Ibs 4.56 in Soil Pressure @ Toe = 1,841 psf OK Soil Pressure @ Heel = 114 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,428 psf ACI Factored @ Heel = 150 psf Footing Shear @ Toe = 12.0 psi OK Footing Shear @ Heel = 5.0 psi OK Allowable = 75.0 psi Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force 842.5 Ibs less 100% Passive Force = 0.0 Ibs less 100% Friction Force = 708.8 Ibs Added Force Req'd = 133.7 Ibs NG ....for 1.5 :1 Stability = 555.0 Ibs NG Load Factors Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Rebar Size . Rebar Spacing Rebar Placed at Design Data fb/FB +fa/Fa Protect ID: Calculations per ACI 318-11, ACI530-11, IBC 201Z C8C 2013, ASCE 7-10 Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil _ 0.0 ft at Back of Wall Poisson's Ratio = 0.300 Top Stem 2nd 3rd Stem OK Stem OK Stem OK ft = 5.33 4.00 0.00 = Concrete Concrete Concrete in = 8.00 8.00 8.00 _ # 5 # 4 # 4 in = 32.00 12.00 16.00 Edge Edge Edge Total Force @ Section Ibs = Moment.... Actual ft-I = Moment..... Allowable ft-I = Shear..... Actual psi = Shear..... Allowable psi = Wall Weight psf = Rebar Depth 'd' in = Lap splice if above in = Lap splice if below in = Hook embed into footing in = Concrete Data 0.001 0.020 0.731 12.6 112.0 1,008.0 2.8 74.7 2,016.0 3,147.1 3,655.6 2,759.4 0.2 1.5 13.4 67.1 75.0 75.0 100.0 100.0 100.0 6.19 6.25 6.25 26.16 12.48 12.48 26.16 12.48 6.00 26.16 12.48 6.00 Pc psi = 2,000.0 2,500.0 2,500.0 Fy psi = 60,000.0 40,000.0 40,000.0 Project Title: Shaw Lane Lot 1 Engineer: Project ID: Project Descr. Description: 14-210 Olson (6) Footing Dimensions & Strengths Footing Design Results Toe Width = 1.33 ft Toe Heel Heel Width = 1.25 Factored Pressure = 2,428 150 psf Total Footing Width = 2.58 Mu': Upward = 1,802 0 ft-lb Footing Thickness = 12.00 in Mu': Downward = 159 165 ft-lb Key Width = 0.00 in Mu: Design = 1,642 165 ft-lb Key Depth = 0.00 in Actual 1-Way Shear = 12.03 4.97 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear Toe Reinforcing = 75.00 75.00 psi. = # 4 @ 9.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = # 4 0@ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not veld, Mu < S " Fr Heel: Not reld, Mu < S' Fr Key: No key defined Summary of Overtuming & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-Ib Ibs It ft-lb Heel Active Pressure = 857.5 2.33 2,000.8 Soil Over Heel = 385.0 2.29 881.0 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -15.0 0.33 -5.0 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 350.0 1.66 582.2 Added Lateral Load = ' Axial Live Load on Stem = 750.0 1.66 1,247.5 Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 650.0 1.66 1,081.2 Earth @ Stem Transitions = Total = 842.5 O.T.M. = 1,995.8 Footing Weight = 387.0 1.29 499.2 Resisting/Overturning Ratio = 1.52 Key Weight = Vertical Loads used for Soil Pressure = 2,522.0 Ibs Vert. Component = Total = 1,772.0 Ibs R.M. = 3,043..6 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Shaw Lane Lot 1 Description: 14-210 Olson (4) Criteria Retained Height = 4.00 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00 :1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Surcharge Loads Surchargge Over Heel = 0.0 psf Used 7o Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 350.0 Ibs Axial Live Load = 750.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Project Title: Engineer: Project Descr. Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psffft Toe Active Pressure. = 30.0 psf/ft Passive Pressure = 389.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf Friction Coeff btwn Ftg & Soil = 0,400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 0.0 plf ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Wind on Exposed Stem = 0.0 psf Wall Stability Ratios Overturning = 1.90 OK Sliding = 1.21 Ratio < 1.5! Slab Resists All Sliding! Total Bearing Load = 2,030 Ibs ...resultant ecc. = 2.56 in Soil Pressure @ Toe = 1,914 psf OK Soil Pressure @ Heel = 329 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,579 psf ACI Factored a@ Heel = 444 psf Footing Shear @ Toe = 0.0 psi OK Footing Shear @ Heel = 2.9 psi OK Allowable = 75.0 psi Sliding Calcs Slab Resists All Sliding! Lateral Sliding Force = 422.5 Ibs less 100% Passive Force = 0.0 Ibs less 100% Friction Force = 510.9 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1,5 :1 Stability = 121.8 Ibs NG Load Factors Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1,600 Seismic, E 1.000 Stem Construction Design Height Above Ftg Wall Material Above "Ht'- Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB +fa/Fa Total Force @ Section Moment.... Actual Moment....Allowable Shear.....Actual Shear..... Allowable Wall Weight Rebar Depth 'd' Lap splice if above Lap splice if below Hook embed into footing Concrete Data fc Fy Protect ID: Calculations per ACI 318.11, AC1530-11, IBC 2012, CBC 2013, ASCE 7.10 Adjacent Footing Load Adjacent Footing Load = 0,0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil _ - 0.0 ft at Back of Wall Poisson's Ratio = 0.300 Top Stem 2nd Stem OK Stem OK ft = 4.00 0.00 = Concrete Concrete in = 8.00 8.00 _ # 4 # 4 in = - 12.00 16.00 = Edge Edge - 0.000 0216 Ibs = 0.0 448.0 ft-I = 0.0 597.3 ft-I = 3,655.6 2,759.4 psi = 0.0 6.0 psi = 75.0 75.0 psf = 100.0 100.0 in = 6.25 6.25 in = 12.48 12.48 in = 12.48 3.60 in = 12.48 3.60 psi = 2,500.0 2,500.0 psi = 40,000.0 40,000.0 Project Title: Shaw Lane Lot 1 Engineer: Project ID: Project Descr. Description : 14-210 Olson (4') Footing Dimensions & Strengths Footing Design Results Toe Width = 0.67 ft Toe Heel Heel Width = 1.14 Factored Pressure = 2,579 444 psf Total Footing Width = 1.81 Mu': Upward = 520 0 ft-lb Footing Thickness = 12.00 in Mu': Downward = 40 79 ft-lb Mu: Design 479 79 ft-lb Key Width Key Depth = 0.00 in = 0.00 in Actual 1-Way Shear 0.00 2.94 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear Toe Reinforcing _ 75.00 75.00 psi = # 4 @ 9.00 in fc = 21500psi' Fy = 60,000 psi Heel Reinforcing = # 4 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: No key defined Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-Ib Ibs ft ft-lb Heel Active Pressure = 437.5 1.67 729.2 Soil Over Heel = 208.3 1.57 327.7 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -15.0 0.33 -5.0 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 350.0 1.00 351.2 Added Lateral Load = * Axial Live Load on Stem = 750.0 1.00 752.5 Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 450.0 1.00 451.5 Earth @ Stem Transitions = Total = 422.5 O.T.M. = 724.2 Footing Weight = 271.5 0.91 245.7 ResistingfOvertuming Ratio = 1.90 Key Weight = Vertical Loads used for Soil Pressure = 2,029.8 Ibs Vert. Component = Total = 1,279.8 Ibs R.M. 1,376.0 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Shaw Lane Lot 1 Project Title: Engineer: Project Descr. Project ID: Description: 14-210 Slab @ Top (11'4') Criteria Retained Height = 11.33 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00 :1 Height of Soil over Toe = 12.00 in Water height over heel = 0.0 ft Vertical component of active Lateral soil pressure options: USED for Soil Pressure. USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads Surcharge Over Heel = 50.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem. Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 4.63 OK Sliding = 1.93 OK Total Bearing Load = 12,040 Ibs ...resultant ecc. = 7.98 in Soil Pressure @ Toe = 1,953 psf OK Soil Pressure @ Heel = 746 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored Toe = 2,344 psf ACI Factored @a Heel = 896 psf Footing Shear @ Toe = 5.7 psi OK Footing Shear @ Heel = 88.5 psi NG Allowable = 75.0 psi Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 2,861.3 Ibs less 100% Passive Force = - 718.6 Ibs less 100% Friction Force = - 4,816.6 Ibs Added Force Req'd = 0.0 Ibs OK for 1.5 :1 Stability = 0.0 Ibs OK Load Factors Dead Load Live Load Earth, H Wind, W Seismic, E 1,200 1.600 1.600 1.600 1.000 Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method_ Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 30.0 psf/ft Passive Pressure = 389.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf Friction Coeff btwn Ftg & Soil = 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 0.0 plf ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Wind on Exposed Stem = 0.0 psf Stem Construction Design Height Above Ftg Wall Material Above'Ht' Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB +fa/Fa Total Force @ Section Moment.... Actual Moment ..... Allowable Shear..... Actual Shear..... Allowable Wall Weight - Rebar Depth 'd' Lap splice if above Lap splice if below Hook embed into footing Concrete Data fc Fy Calculations per ACI 318.11, ACI 530-11, IBC 2012, CBC 2013, ASCE 7-10 Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil _ 0.0 ft at Back of Wall Poisson's Ratio = 0.300 Top Stem 2nd 3rd Slam OK Stem OK Stem OK ft = 5.33 3.33 0.00 = Concrete Concrete Concrete in = 10,00 10.00 10.00 _ # 5 # 4 # 5 in = 32.00 7.00 7.00 = Edge Edge Edge = 0.590 0.687 0.841 Ibs= 1,160.7 1,995.6 3,858.7 ft-I = 2,474.2 5,593.2 15,200.4 ft-I = 4,193.4 8,138.9 18,080.2 psi = 11.8 20.2 39.3 psi = 67.1 67.1 75.0 psf = 125.0 125.0 125.0 in = 8.19 8.25 8.19 in = 26.16 13.95 23.40 in = 26.16 13.95 10.50 in = 26.16 13.95 10.50 psi = 2,000.0 2,000.0 2,500.0 psi = 60,000.0 40,000.0 60,000.0 Project Title: Shaw Lane Lot 1 Engineer. Proiect ID: Project Descr: Description: 14-210 Slab @ Top (11'4') Footing Dimensions & Strengths Toe Width = 1.25 ft Heel Width = 7.67 Total Footing Width = 8.92 Footing Thickness = 14.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Pt &t lO DEC 2014..119PM Footing Design Results Toe Heel Factored Pressure = 2,344 896 psf Mu': Upward = 1,778 0 ft-lb Mu': Downward = 267 0 ft-lb Mu: Design = 1,511 16,200 ft4b Actual 1-Way Shear = 5.74 88.46 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = # 5 @ 16.50 in Heel Reinforcing = # 5 @ 8.25 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings. Toe: Not req'd, Mu < S * Fr Heel: #4@ 6.00 in, #5@ 9.25 in, #6@ 13.25 in, #7@ 18.00 in, #8@ 23.75 in, #9@ 30. Key: No key defined Summary of Overturning & Resisting Forces & Moments . .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-lb Ibs ft ft-lb Heel Active Pressure = 2,732.9 4.17 11,384.1 Soil Over Heel = 8,520.5 5.50 46,877,2 Surcharge over Heel = 198.8 6.25 1,242.2 Sloped Soil Over Heel = Toe Active Pressure = -70.4 0.72 50.9 Surcharge Over Heel = 341.8 5.50 1,880.7 Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = * Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = 137.5 0.63 85,9 Surcharge Over Toe = Stem Weight(s) = 1,478.8 1.67 2,464.6 Earth @ Stem Transitions = Total = 2,861.3 O.T.M. = 12,575.5 Footing Weight - 1,561.0 4.46 6,962.1 Resisting/Overturning Ratio = 4.63 Key Weight = Vertical Loads used for Soil Pressure = 12,039.6 Ibs Vert. Component = .8.92 Total = 12,039.6 Ibs R.M-.= _ 58,270.4 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Shaw Lane Lot 1 Description: 14-210 Slab @ Top (10') Criteria Retained Height = 10.00 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00 :1 Height of Soil over Toe = 12.00 in Water height over heel = 0.0 ft Vertical component of active Lateral soil pressure options: USED for Soil Pressure. USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads Surchargge Over Heel 50.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 200.0 Ibs Axial Live Load = 500.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 4.11 OK Sliding = 1.91 OK Total Bearing Load = 9,621 Ibs ...resultant ecc. = 8.90 in Soil Pressure @ Toe = 2,043 psf NG Soil Pressure @ Heel = 522 psf OK Allowable = 2,000 psf Soil Pressure Exceeds Allowable! ACI Factored @ Toe = 2,495 psf ACI Factored @ Heel = 637 psf Footing Shear @ Toe = 6.1 psi OK Footing Shear @ Heel = 65.1 psi OK Allowable = 75.0 psi Sliding Cafes (Vertical Component Used) Lateral Sliding Force = 2,289.4 Ibs less 100% Passive Force = - 718.6 Ibs less 100% Friction Force = - 3,648.0 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 :1 Stability = 0.0 Ibs OK Load Factors Dead Load Live Load Earth, H Wind; W Seismic, E 1.200 1.600 1.600 1,600 1.000 Project Title: Engineer. Project Descr: Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 30.0 psf/ft Passive Pressure = 389.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf Friction Coeff btwn Ftg & Soil = 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 0.0 plf ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Wind on Exposed Stem = 0.0 psf Stem Construction Design Height Above Ftg Wall Material Above'Hf Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB +fa/Fa Total Force @ Section Moment.... Actual Moment..... Allowable Shear..... Actual Shear....,Allowable Wall Weight Rebar Depth 'd' Lap splice if above Lap splice if below Hook embed into footing Concrete Data fc Fy Project ID: Calculations per ACI 318-11, ACI 530-11, IBC 201Z CBC 2013, ASCE Mill Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil _ - 0.0 ft at Back of Wall Poisson's Ratio = 0.300 Top Stem 2nd 3rd Stem OK Stem OK -Stem OK ft = 5.33 3.33 0.00 = Concrete Concrete Concrete in = 8.00 8.00 8.00 _ # 5 # 4 # 5 in = 32.00 7.00 9.00 = Edge Edge Edge - 0.390 0.W 1.000 Ibs= 729.5 1,415.5 3,030.5 ft-I = 1,228.1 3,335.8 10,598.1 N= 3,147.1 6,081.8 10,601.6 psi = 9.8 18.9 40.8 psi = 67.1 67.1 75.0 psf = 100.0 100.0 100.0 in = 6.19 6.25 6.19 in = 26.16 13.95 23.40 in = 26.16 13.95 6.30 in = 26.16 13.95 6.30 psi = 2,000.0 2,000.0 2,500.0 psi = 60,000.0 40.000.0 60,000.0 Project Title: Shaw Lane Lot 1 Engineer: Proiect ID: Project Descr: Description: 14-210 Slab @ Top (10') Footing Dimensions & Strengths Toe Width = 1.25 ft Heel Width = 625 Total Footing Width = 7.50 Footing Thickness = 14.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Printed:10 DEC 2014. 144PM Footing Design Results Toe Heel Factored Pressure = 2,495 637 psf Mu': Upward = 1,868 0 ft-lb Mu': Downward = 267 0 ft-lb Mu: Design = 1,601 10,598 ft-lb Actual 1-Way Shear = 6.14 65.14 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = # 5 @ 16.50 in Heel Reinforcing = # 5 @ 8.25 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S `Fr Heel: #4@ 8.75 in, #5@ 13.50 in, #6@ 19.00 in, #7@ 26.00 in, #8@ 34.25 in, #9@ 43 Key: No key defined Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Momont Item Ibs ft ft-lb Ibs ft ft-lb Heel Active Pressure = 2,182.2 3.72 8,122.5 Soil Over Heel = 6,141.7 4.71 28,917.0 Surcharge over Heel = 177.7 5.58 991.9 Sloped Soil Over Heel = Toe Active Pressure = -70.4 0.72 50.9 Surcharge Over Heel = 279.2 4.71 1,314.4 Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 200.0 1.58 316.7 Added Lateral Load = "Axial Live Load on Stem = 500.0 1.58 791.7 Load @ Stem Above Soil = Soil Over Toe = 137.5 0.63 85.9 Surcharge Over Toe = Stem Weight(s) = 1,050.0 1.58 1,662.5 Earth @ Stem Transitions = Total = 2,289.4 O.T.M.- = 9,063.5 Footing Weight = 1,312.5 3.75 4,921.9 Resisting/Overturning Ratio = 4.11 Key Weight = Vertical Loads used for Soil Pressure = 9,620.8 Ibs Vert. Component = 7.50 Total = 9,120.8 Ibs R.M. = 37,218.4 Axial live load NOT included in tptal displayed, or used resistance, but is included for soil pressure calculation. for overturning Shaw Lane Lot 1 Description: 14-210 Slab @ Top (8') Criteria Retained Height = 8.00 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00 :1 Height of Soil over Toe = 12.00 in Water height over heel = 0.0 ft Vertical component of active Lateral soil pressure options: USED for Soil Pressure. USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads Surcharge Over Heel = 50.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 200.0 Ibs Axial Live Load = 400.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 3.72 OK Sliding = 1.99 OK Total Bearing Load = 6,425 Ibs ...resultant ecc. = 8.98 in Soil Pressure @ Toe = 1,990 psf OK Soil Pressure @ Heel = 245 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,437 psf ACI Factored @ Heel = 300 psf Footing Shear @ Toe = 0.8 psi OK Footing Shear @ Heel = 50.0 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 1,500.7 Ibs less 100% Passive Force = - 583.5 Ibs less 100% Friction Force = - 2,410.0 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 :1 Stability = 0.0 Ibs OK Load Factors Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Project Title: Engineer. Project Descr: Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 30.0 psf/ft Passive Pressure = 389.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf Friction Coeff btwn Ftg & Soil = 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 0.0 pif ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Wind on Exposed Stem = 0.0 psf Stem Construction Design Height Above Ftg Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force@ Section Moment.... Actual Moment..... Allowable Shear..... Actual Shear..... Allowable Wall Weight Rebar Depth 'd' Lap splice if above Lap splice if below Hook embed into footing Concrete Data fc Fy Proiect ID: Calculations per ACI 318.11, AC1530-11, IBC 2012, CBC 2013, ASCE 7.10 Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wail to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil _ " 0.0 ft at Back of Wall Poisson's Ratio = 0.300 Top Stem 2nd 3rd Stem OK Stem OK Stem OK ft = 5.33 3.33 0.00 = Concrete Concrete Concrete in = 8.00 8.00 8.00 _ # 5 # 4 # 4 in = 32.00 14.00 6.00 = Edge Edge Edge - 0.095 0.393 0.794 Ibs= 267.6 729.5 1,971.6 ft-I = 268.4 1,228.1 5,586.2 ft-I = 3,147.1 3,127.6 7,122.4 psi = 3.6 9.7 26.3 psi = 67.1 67.1 75.0 psf = 100.0 100.0 100.0 in = 6.19 6.25 6.25 in = 26.16 13.95 12.48 in = 26.16 13.95 6.00 in = 26.16 13.95 6.00 psi = 2,000.0 2,000.0 2,500.0 psi = 60,000.0 40,000.0 40,000.0 Shaw Lane Lot 1 Description: 14-210 Slab @ Top (8') Footing Dimensions & Strengths Toe Width = 0.75 ft Heel Width = 5.00 Total Footing Width = 5.75 Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 It fc = 2,500 psi Fy = 40,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm = 3.00 in Project Title: Engineer: Project Descr: Project ID: Footing Design Results Toe Heel Factored Pressure = 2,437 300 psf Mu': Upward = 659 0 ft-lb Mu': Downward = 88 0 ft-lb Mu: Design = 572 5,585 ft-lb Actual 1-Way Shear = 0.85 50.02 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = # 5 @ 16.50 in Heel Reinforcing = # 4 @ 9.25 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S' Fr Heel: #4(a� 9.25 in, #5@ 14.25 in, #6@ 20.00 in, #7@ 27.25 in, #8@ 36.00 in, #9@ 45 ley Key: Nodefined Summary of Overturning & Resisting Forces & Moments771 OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment ttem Ibs It ft-lb Ibs ft ft-lb Heel Active Pressure = 1,417.5 3.00 4,252.5 Soil Over Heel = 3,813.3 3.58 13,664.4 Surcharge over Heel = 143.2 4.50 644.3 Sloped Soil Over Heel = Toe Active Pressure = -60.0 0.67 -40.0 Surcharge Over Heel = 216.7 3.58 776.4 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil Total = 1,500.7 O.T.M. 4,856.8 Resisting/Overturning Ratio = 3.72 Vertical Loads used for Soil Pressure = 6,425.0 Ibs Adjacent Footing Load Axial Dead Load on Stem = 200.0 1.08 216.7 "Axial Live Load on Stem = 400.0 1.08 433.3 Soil Over Toe = 82.5 0.38 30.9 Surcharge Over Toe = Stem Weight(s) = 850.0 1.08 920.8 Earth @ Stem Transitions = Footing Weight = 862.5 2.88 2,479.7 Key Weight = Vert. Component = 5.75 Total = 6,025.0 Ibs R.M. = 18,089.0 ' Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Shaw Lane Lot 1 Description: 14-210 Slab @ Top (6') Criteria Retained Height = 6.00 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00 :1 Height of Soil over Toe = 12.00 in Water height over heel = 0.0 ft Vertical component of active Lateral soil pressure options: USED for Soil Pressure. USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads Surcharge Over Heel = 50.0 psf Used To Resist Sliding & Overtuming Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 200.0 Ibs Axial Live Load = 400.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 3.07 OK Sliding = 2.20 OK Total Bearing Load = 3,938 Ibs ...resultant ecc. = 8.34 in Soil Pressure @ Toe = 1,993 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe - 2,473 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 0.0 psi OK Footing Shear @ Heel = 26.4 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 908.9 Ibs less 100% Passive Force = - 583.5 Ibs less 100% Friction Force = - 1,416.0 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 :1 Stability = 0.0 Ibs OK Load Factors Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Project Title: Engineer: Project Descr: Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 30.0 psf/ft Passive Pressure = 389.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf Friction Coeff btwn Ftg & Soil = 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 0.0 plf ...Height to Top = 0.00 ft ..,Height to Bottom = 0.00 ft Wind on Exposed Stem = 0.0 psf Stem Construction Design Height Above Ftg Wall Material Above "HY Thickness Rebar Size - Rebar Spacing Rebar Placed at Design Data fb/FB +fa/Fa Total Force @ Section Moment.... Actual Moment ..... Allowable Shear..... Actual Shear....Allowable Wall Weight Rebar Depth 'd' Lap splice if above Lap splice if below Hook embed into footing Concrete Data fc Fy Proiect ID: Calculations per ACI 318.11, ACI 530-11, IBC 2012, CBC 2013, ASCE 7.10 Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 It Eccentricity = 0.00 in Wall to Fig CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil _ at Back of Wall - 0.0 ft Poisson's Ratio = 0.300 Top Stem 2nd 3rd Stem OK Stem OK Stem OK ft = 5.33 3.33 0.00 = Concrete Concrete Concrete in = 8.00 8.00 8.00 _ # 5 # 4 # 4 in = 32.00 14.00 12.00 = Edge Edge Edge - 0.003 0.086 0.675 Ibs = 29.6 267.6 1,136.7 ft-I = 8.5 268.4 2,466.2 ft-t= 3,147.1 3,127.6 3,655.6 psi = 0.4 3.6 15.2 psi = 67.1 67.1 75.0 PSI` = 100.0 100.0 100.0 in = 6.19 6.25 6.25 in = 26.16 13.95 12.48 in = 26.16 13.95 6.00 in = 26.16 13.95 6.00 psi = 2,000.0 2,000.0 2,500.0 psi = 60,000.0 40,000.0 40,000.0 Project Title: Shaw Lane Lot 1 Engineer. Project ID: Project Descr: Description: 14-210 Slab @ Top (6) Footing Dimensions & Strengths Footing Design Results Toe Width = 0.50 It Toe Heel Heel Width = 3.53 Factored Pressure = 2,473 0 psf Total Footing Width = 4.03 Mu': Upward = 296 0 ft-lb Footing Thickness = 12.00 in Mu': Downward = 39 0 ft-lb Mu: Design . 257 2,466 ft-lb Key Width = 0,00 in Actual 1-Way Shear 0.00 26.38 psi Key Depth = 000 in Allow 1-Way Shear _ 75.00 75.00 psi Key Distance from Toe y = 0.00 ft Toe Reinforcing = # 5 @ 16.50 in fc = 2,500psi Fy = 40,000 psi Heel Reinforcing = # 4 @ 9.25 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: No key defined summary of Overtunning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-lb Ibs ft ft-lb Heel Active Pressure = 857.5 2.33 2,000.8 Soil Over Heel = 1,886.5 2.60 4,897.0 Surcharge over Heel = 111.4 3.50 389.8 Sloped Soil Over Heel = Toe Active Pressure = -60.0 0.67 -40.0 Surcharge Over Heel = 142.9 2.60 371.0 Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 200.0 0.83 166.7 Added Lateral Load = * Axial Live Load on Stem = 400.0 0.83 333.3 Load @ Stem Above Soil = Soil Over Toe = 55.0 0.25 13.8 Surcharge Over Toe = Stem Weight(s) = 650.0 0.83 541.7 Earth @ Stem Transitions = Total = 908.9 O.T.M. = 2,350.6 Footing Weight = 603.8 2.01 1,215.0 ResistinglOvertuming Ratio = 3.07 Key Weight = Vertical Loads used for Soil Pressure = 3,938.2 Ibs Vert. Component = 4.03 Total = 3,538.2 Ibs R.M. = 7,205.2 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Project Title: Shaw Lane Lot 1 Engineer. Project ID: Project Descr. Title Block Line 6 Printed: 10DEC 2014. 40aM Cantllevered Retalrnn Wall Y ale >�,r�wALL ubl�cnefiREEMGener"ro'ectst201411U6KDW 11RTIF8�UEC6:;. tP 1 ENERCALC INC ;19832014, 6UM.6i1$11'.16, Ver 6.14!11a8'„`,' 0.rr .r&ASSOCIATES Description: 14-210 Slab @ Top (4') Criteria Retained Height = 4.00 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 12.00 in Water height over heel, = 0.0 ft Vertical component of active Lateral soil pressure options: USED for Soil Pressure. USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads Surcharge Over Heel - 50.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 100.0 Ibs Axial Live Load = 200.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 1.85 OK Sliding = 2.52 OK Total Bearing Load = 1,622 Ibs ...resultant ecc. = 6.18 in Soil Pressure @ Toe = 1,898 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,372 psf ACI Factored @ Heel - 0 psf Footing Shear @ Toe = 0.0 psi OK Footing Shear @ Heel = 6.9 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 457.0 Ibs less 100% Passive Force = - 583.5 Ibs less 100% Friction Force = 568.9 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 :1 Stability = 0.0 Ibs OK Load Factors Dead Load Live Load Earth, H Wind, W Seismic, E 1.200 1.600 1.600 1.600 1.000 Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 30.0 psf/ft Passive Pressure = 389.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf Friction Coeff btwn Ftg & Soil = 0.400 Soil height to ignore for passive pressure = 12.00 in Latera[Load Applied to Stem Lateral Load = 0.0 plf ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Wind on Exposed Stem = 0.0 psf Stem Construction Design Height Above Ftg Wall Material Above'Hf Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB +fa/Fa Total Force @ Section Moment.... Actual Moment ..... Allowable Shear..... Actual Shear.,... Allowable Wall Weight Rebar Depth 'd' Lap splice if above Lap splice if below Hook embed into footing Concrete Data fc Fy Calculations per ACI 318-11, ACI 530-11, IBC 2012, CBC 2013, ASCE 7.10 Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = .0.00 ft Footing Type Line Load Base Above/Below Soil _ - 0.0 ft at Back of Wall Poisson's Ratio = 0.300 Top Stem 2nd 3rd Stem OK Stem OK Stem OK ft = 5.33 3.33 0.00 = Concrete Concrete Concrete in = 8.00 8.00 8.00 _ # 5 # 4 # 4 in = 32.00 14.00 16.00 = Edge Edge Edge - 0.000 0.0m 0.287 Ibs = 0.0 29.6 525.8 ft-1= 0.0 8.5 793.0 ft-1= 3,147.1 3,127.6 2,759.4 psi = 0.0 0.4 7.0 psi = 67.1 67.1 75.0 psf = 100.0 100.0 100.0 in = 6.19 6.25 6.25 in = 26.16 13.95 12.48 in = 26.16 13.95 6.00 in = 26.16 13.95 6.00 psi = 2,000.0 2,000.0 2,500.0 psi = 60,000.0 40,000.0 40,000.0 Project Title: Shaw Lane Lot 1 En9ineer. Project ID: Project Descr. Title Block Line 6 Nmea:lo DEC 2014, a:oaau 11FlREWAlllpubifcneflREEDIGenerJProjec s 01411U61mW 11RT7F83 iJ EC6 CantI everedsRetalinm Wali 9 :<:. :. ENERCALC INC.198 2014,.Bulditi1411.18,Yer6.14: t.18 i.00.i&ASSOCIATES Description : 14-21U Slab ((D, Top (4') Footing Dimensions & Strengths Footing Design Results Toe Width = 0.50 ft Toe Heel Heel Width = 1.67 Factored Pressure = 2,372 0 psf Total Footing Width = 2.17 Mu': Upward = 268 0 ft-lb Footing Thickness = 12.00 in Mu': Downward = 39 397 ft-lb Key Width = 0.00 in Mu: Design 229 397 ft-lb Key Depth = 0.00 in Actual 1-Way Shear - 0.00 6.94 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = # 5 @ 16.50 in fc = 2,500 psi Fy = 40,000 psi Heel Reinforcing = # 4 @ 9.25 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % Cover @ Top 2.00 = 0.0018 @ Btm.= 3.00 in Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S " Fr Heel: Not req'd, Mu < S " Fr Key: No key defined Summary of Overturning & Resisting Forces & Moments ..._OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-lb Ibs ft ft-lb Heel Active Pressure = 437.5 1.67 729.2 Soil Over Heel = 441.5 1.67 736.5 Surcharge over Heel = 79.5 2.50 198.9 Sloped Soil Over Heel = Toe Active Pressure = -60.0 0.67 40.0 Surcharge Over Heel = 50.2 1.67 83.7 Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 100.0 0.83 83.3 Added Lateral Load = " Axial Live Load on Stem = 200.0 0.83 166.7 Load @ Stem Above Soil = Soil Over Toe = 55.0 0,25 13.8 Surcharge Over Toe = Stem Weight(s) = 450.0 0.83 375.0 Earth @ Stem Transitions = Total = 457.0 O.T.M. = 888.0 Footing Weight = 325.5 1.09 353.2 Resisting/Overturning Ratio = 1.85 Key Weight = Vertical Loads used for Soil Pressure = 1,622.1 Ibs Vert. Component = 2.17 Total = 1,422.1 Ibs R.M.= 1,645.5 " Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Lateral Analysis IBC 2012 R&A Job* 14-210 Description: Olson Res. Engineer: WEIR Governing Code: 2012 International Building Code all references in right margin are 2012 IBC unless specifically noted otherwise. [Page numbers] 1603.1 General Design Criteria r16-31 Roof Walls Floors Snow Partitions Live Load (psf) 25 40 25 Dead Load (psf 15 10 10 0 10 1603.1.4 Wind Design Criteria f16-41 1. Nominal/Ultimate Wind Speed Va�dN„ n 85/110 mph F 1609A [16-41] 2. Risk Category II 1.00 ASCE 7 T 6-1 [771 3. Wind Exposure Category "B" 1609.4 [16-471 4. Internal Pressure Coefficient +/- 55 ASCE 7 F 26.11-1 [258] 5. Components and Cladding design pressure +/-16 psf ASCE 7 30.2.2 [316] 1603.1.5 Seismic Design Data M6-41 1. Seismic Importance Factor le 1.00 ASCE 7 T 1. 5-2 [51 2. Short Period Acceleration Ss 1.25 F1613.3.1(1) [16-74] 2. 1-Second Accelleration S, 0.4 F1613..3.1(2) [16-76] 3. Site Class D ASCE 7 T 20.3-1 [204] 4. Spectral response coefficient SDS 0.83 EQ 16-39 [16-721 4. Spectral response coefficient Sol 0.43 EQ 16-40 [16-721 5. Seismic Design Category D T1613.3.5(1) and (2) [16-731 6. Seis. Force Resisting System A.15. ASCE 7 T 12.2-1 [73] 7. Design Base Shear 15151 lbs 8. Seismic Response Coefficient Cs 0.13 ASCE 7 EQ 12.8-2 [891 9. Response Modification Factor R 6.5 ASCE 7 T 12.2-1 [73] 10. Analysis Procedure . Equivalent Lateral Force ASCE 7 T 12.6-1 [88] 11. Risk Category II ASCE 7 T 11.6-2 [69] Table of Contents 0.0 General Lateral Design Criteria 1.0 Determination of Wind Forces 2.0 Determination of Seismic Forces 3.0 Allowable Stress Design Loads 4.0 Shear walls in the Front to Rear Direction 5.0 Shear walls in the Side to Side Direction 6.0 Shear flow calculations 7.0 Appendix Version 7.0 Pg 0.2 Wind Design (MWFRS - Envelope Procedure) IBC 2012 Part 2 Wind Load Method ASCE 7 28.1.1 (2) [297 Nominal/Ultimate Wind Speed mph Wind Exposure Category Height & Exposure Adjustment = 1.00. Topographic Factor Kzt =�;I Wind Pressures ASCE 7 28.6.3 r302 p. = X Kzt PS30 1609.3 [16-46], F1 609 [16-4 1] 1609A [16-471 ASCE 7 F 28.6-1 [3041 ASCE 7 F 26.8-1 [2521 ASCE 7 EQ 28.6-1 [306] Minimum pressures shall not be less than assuming the pressures for ASCE 7 28.6.4 [306] zones A and C equal +16 psf, B & D equal +8 psf, while zones E, F, G, & H all equal zero. Roof Pitch �i>1 51:1 2 or 7.125 degrees Ridge Elevation Eave Height Mean Roof Height, h 24 ft ASCE 7 26.2 [243] Zone Pressures, (A)(PS30) ASCE 7 F 28.6-1 Q011 110 Horizontal Pressures Vertical Pressures Overhangs 0 A B C D E F G H OH GOH 1 22.616 -8.57 -1.48 -4.94 -23.10 -14.153 -16.00 -11-10 -32.30 -25.37 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Horizontal Zones Areas & Forces, Fx ASCE 7 F 28.6-1[303 End zone distance, 2a, where "a" equals the smaller of 10 percent of least horizontal dimension (l.h.d.) or 0.4h, but not less than either 4 percent of lhd or 3 feet. D F. X= 57, (p SX'X) x=A Diaphragm (x = 2) I.h.d..(ft) = 76,- a (ft) = 7.6 Areas 2a (ft) = 15.2 Forces Diaphragm (x = 1) a (ft) = 7.6 Areas 2a (ft) = 15.2 Forces Front to Rear A B C D --96- 00 F, = 1584 Fxmin = 7936 Front to Rear B C D 5 Fx = 165 Fxmin = 4480 Side to Side A B C D 3 Fx = 1641 Fxmin = 6272 Side to Side A B C I D i4. F, = 291 Fxmin = 2592 Version 7.0 Pg 1.3 Seismic Design IBC 2012 Site Clagification, Criteria Selection. & Minimum Design Lateral Force Risk Category ASCE 7 T 6-1 [77] Seismic Importance Factor IE ASCE 7 T 1. 5-2 (5) Seismic Design Category T1613.3.5(1) and (2) [16-73] Site Class ASCE 7 T 20.3-1 [204] Short Period Acceleration Ss F1613.3.1(1) [16-741 1-Second Acceleration' S, F1613.3.1(2) [16-76] Seis. Force Resisting System .......... ASCE 7 T 12.2-1 [731 Response Modification Factor R ASCE 7 T 12.2-1 [73] Design Spectral Response Acceleration Parameters Site Coeffiecient, Fa f 0.-. —T1613.3,3(1) [16-72] Site Coeffiecient, Fv T1613.3.3(2) [16-721 Substitute equations 16-37 & 16-38 into 16-39 & 16-40 respectively, 2 S DS= — . IF a's S SDs = 0.83 EQ 16-39 [16-721 3 2 S D1 =— 3. F V*s 1 Soi = 0.43 EQ 16-40 [16-721 Simplified analysis, Seismic base shear ASCE 7 12.14.8 [1087 V = (F SDS/R) W Where: F=1.3 for (4)-story ASCE 7 EQ 12.14-11 [1081 Vertical Distribution, Forces at each level ASCE 7 12.14.8 008 F. = (w./W) V Fx = 0.167 xw, ASCE 7 EQ 12.14-12 [109] Effective seismic weight & Forces (Ibs) at Level x Diaphragm (x = 2) Fx = 8912 roof area (fl?) floor area (f?) story height (ft) I wall length (ft) WX weight (Ibs) 45000 0 8470 53470 Diaphragm (x = 1) roof a (f?) floor area (ft) story height (ft) waft length (ft) 340,,. Fx = 7405 weight (Ibs) 5100 24150 6710 44430 Version 7.0 Pg 2.4 Allowable Stress Design Loads For Wood IBC 2012 Design shall be in accordance with Sections 2304-2306. 2301.2 (1) [23-2] Structures using wood shear walls and diaphragms to resist 2305.1[23-38] wind, seismic and other lateral loads shall be designed and constructed in accordance with AF&PA SDPWS and provisions of Sections 2305 - 2306. Design per Alternative Basic Load Combinations 1605.3.2 (16-171 For worse case effect with wind load, L & S shall be zero. 1605.1 [16-13] Equations 16-18, 16-19and 16-20 become, D + co W .0.6 Where w equals 1.3, W equals FX of the respective diaphragm, and 1605.3.2 [16-17] D shall be multiplied by two-thirds. For worse case effect with seismic load, L & S shall be zero. 1605.1 [16-131 Equation 16-22 controls, 0.9 D + E/1.4 , substitute ASCE 7 EQ 12.14-5 for E ASCE 7 12.14.3.1.3 (7), EQ 12.14-5 [104] 0.9 D + (pQE- 0.2SpSD) 1.4 simplify & arrange variables EQ 16-22 (0.9-0.14 SIDS) D+ P QE 1.4 Where QE equals Fxof the respective diaphragm. Principle of Mechanics Sum the forces in the horizontal direction, diaphragms and shearwalls shall resist, Wind Desian Loads. 1.3 Fx For Kzt = 1.00 Front to Rear Side to Side Diaphragm Force Ibs Force Ibs x = 2 6190 4892 x =1 3494 2022 Seismic Design Loads, (p/1.4) FX ASCE 7 12.3.4 [83] Diaphragm Force Ibs x = 2 8275 1 x = 1 6876 Version 7.0 Pg 3.5 Allowable Stress Design Loads For Wood - cont. Sum the moments about the base of a shearwall, overturning shall resist, (v•w)•h - D•w + P•w for wind 3 2 (v •w) •h - (0.9 - 0.14 S DS) ( D • 2 + P •w) for seismic Where, v = shear per linear -foot of shearwall w = width of shearwall h = height of shearwall D = resisting dead load centered over shearwall P = resisting dead load at end of shearwall Free Body Diagram of a ShearWall hxh Version 7.0 Pg 3.6 Wall Line Level Segment Tributary loads Wind Seismic Wind Seis 2008 SDPWS MAX SEISMIC Vormion7O _MENNEM__-_ Wall Line L�) I oo;�`o p`� Segment Tributary loads Wind Seismic Width Height wr wra wf wfa T(x) T(x+1) T(x) T(x+1) Seis max 1 1 F-R 29.00 11 2 5 -799 135 -395 325 Wind Se[s VD(x+l) pbs] 1547.52 2068.78 VD(x) pbs] 873.6 1719.02 VT(x) pbs] 2421.12 3787.8 L 29.00 29.00 V 83 131 2008 SDPWS SEISMIC MAX TMAx(X) [Ibs] ALL CONC 2 1 F-R 12.50 11 2 5 1 -315 -38 Wind Seis VD(x+l) pbs] 3095,04 4137.56 %50% ' `` ,50t% '- VD(x) pbs] 1747.2 3438.04 VT(x) pbs] 4842.24 7575.6 L 65.00 65.00 V 74 117 2008 SDPWS SEISMIC MAx TMAx(x) pbs] 241 12.00 11 2 5 -293 -13 17.50 11 2 5 -532 -292 16.00 11 2 5 -467 -216 7.00 11 2 5 -75 1 241 5 3 1 F-R 16.00 11 1 2 1 5 -604 -429 Wind Seis VD(x+l) pbs] 1547.52 2068.78 %,- 25%„±.., ,, ,«25%,, ; VD(x) [Ibs] 873.6 1719.02 VT(x)pbs] 2421.12 3787.8 L 39.00 39.00 V 62 97 2008 SDPWS MAx SEISMIC 107 TMAx(X) pbs] 128 5.00 11 2 5 -124 128 107 8.00 , 11 2 5 -255 -24 10-001 11 1 2 5 -342 -125 4 1 F-R Wind Seis VD(x+1) pbs] We I s: VD(x) [Ibs] VT(x) pbs] L V 2008 SDPWS SEISMIC MAX - Version 7.0 Pg 4.8 i -_■■mm___-_ Version 7.0 p9 4.9 Wall Line Level (x) �o p`� Segment Tributary loads Wind Seismic Width Height wr wra wf wfa T(x) T(x+1) T(x) T(x+1) Seis max A 2 S-S 5.50 11 6 5 -303 42 Wind Seis VD(x+1) [Ibs] €'S0%o's-„_. is - 50°-;.`;`: VD(x) pbs] 2446.08 4137.56 VT(x) pbs] 2446.08 4137.56 L 36.00 36.00 V 68 115 2008 SDPWS SEISMIC MAx 181 TMAx(x) pbs] 198 5.50 11 6 5 -303 42 3.50 11 6 5 -169 1 198 181 3.50 11 6 5 -169 198 181 11.00 11 6 5 -671 -387 3.50 11 6 5 -169 198 181 3.50 1 11 6 5 -169 198 181 B 2 S-S 8.00 11 6 5 -750 -626 Wind Seis VD(x+1) [Ibs) % b06 VD(x) pbs] 2446.08 4137.56 VT(x) pbs] 2446.08 4137.56 L 57.50 57.50 V 43 72 2008 SDPWS SEISMIC MAx 132 Twx(x) pbs] 3.00 , 11 6 5 -415 -236 132 18.50 11 6 5 -1453 -1445 14.00 11 6 5 -1152 -1094 14.00 11 6 5 -1152 -1094 6 5 C 2 S-S Wind Seis VD(x+1) pbs] VD(X) pbs] VT(x) pbs] L v 2008 SDPWS SEISMIC MAX TMAx(x) pbs) D 2 S-S Wind Seis VD(x+1) [Ibs) VD(x) pbs] VT(x) [Ibs] L V 2008 SDPWS SEISMIC MAX Version 7.0 Page5.10 Wall jLineLevel (x) o;�oSegment `�Width Tributary loads Wind Seismic Height wr wra wf wfa T(x) T(x+1) T(x) T(x+1) Seismax A1 S-S 3.25 11 9 5 143 1341 198 321 Wind Se]s VD(x+1) pbs] 2446.08 4137.56 % '-; 50%: ` 50% ' VD(X)pbs] 1010.88 3438.04 VT(x) pbs] 3456.96 7575.6 L 40.00 40.00 V 86 189 2008 SDPWS SEISMIC MAX 347 TMAx(x) pbs] 160 1360 3.25 11 9 5 143 1341 198 321 5.00 11 9 5 26 1204 198 208 4.00 11 9 5 93 1282 198 260 5.00 11 9 5 26 1204 198 208 3.00 11 9 5 1360 198. 347 3.50 11 9 5 1321 198 298 13.00 11 9 5 g60 580 198 F1 B 1 S-S 8.00 11 6 5 -596 -233 Wind Seis VD(x+1) pbs] 2446.08 4137.56 VD(x) pbs] 1010.88 3438.04 VT(x) pbs] 3456.96 7575.6 L 84.70 84.70 V 41 89 2008 SDPWS SEISMIC MAx 164 TMAx(x) pbs] 99 7.00 11 6 5 -539 -167 3.00 11 6 5 -311 99 164 '6.00 11 6 5 -482 -100 16.70 11 6 5 -1092 -810 . 44.00 11 6 5 -2646 -2620 5 C 1 S-S Wind Seis VD(x+1) pbs] ,r VD(x) pbs] VT(x) pbs] L V 2008 SDPWS SEISMIC MAX T►v►Ax(x) pbs] D 1 S-S Wind Seis VD(x+1) pbs] % 6`h VD(x)pbs] VT(x) pbs] L V 2008 SDPWS SEISMIC MAX Version 7.0 Page5.11 __.■.■_____i Version 7.0 Page5.12 Shear wall Summary Sheeting Re m'ts Wind Seis Max 1 - 2nd 2 - 2nd 3 - 2nd 4-2nd A - 2nd B - 2nd C - 2nd D - 2nd 1 - 1 St 2-1st 3-1st 4-1st A -1st B-1st C-1st D-1st Sheathing Shear Flow 63 217 39 73 37 95. 49 181 30 132 60 131 53 117 44 107 62 347 29 164 SW 1 SW-2 1 1 1 1 1 1 1 1 2 1 1 1 1 1 1 1 1 1 2 1 SW-3 Shear Transfer Wind ISeismic 88 11'8 55 73 52 69 68 115 43 72 SW-4 SW 5 SW-6 200- I.,r,.200 1, X,, ; W Overturning Values Wind Seismic (Plf) (Plf) 1360 Shear Transfer Connectors - CD = 1.6, Hem -Fir Connector Z (Ibs) 16d Nails 195.2 Ibs 2011NDST11N[1051 11.7 11.7 0.0 0.0 0.0 0.0 16d Slant Nails (v<150p1fl 162 Ibs 2011 NDSTIIN(105] Simpson A35 Clip 600 Ibs 36.0 36.0 0.0 0.0 0.0 f 0.0 Simpson H1 Truss Connector 415 Ibs 24.9 24.9 0.0 0.0 0.0 0.0 Simpson DTC Clip 210 Ibs 12.6 12.6 0.0 0.0 0.0 1 0.0 1/2" Diameter Anchor Bolts (2x) 912 Ibs 5/8" Diameter Anchor Bolts 5/8" Diameter Anchor Bolts 1328 Ibs 1664 Ibs Simpson C-2013 Simpson C-2013 Simpson C-2013 2001 NDS T11 E [931 2001 NDS T11 E [93] 2001 NDS T11 E [93] Page6.13 v o � � I- N N Z N T O U m o o ZO Z :3= OU Wz Q O Oz z W W� wo M acn c? Q N W 2 U � Z � " T O a pQ d T 1NL oU 0 J 0 Cy- T ~ T i � c y 0 C N L Q10 +- i c _ .� Q X 'COX ° c o N O p c j E Q co d, 1 \ 7 7 U° ca Q) r. T i9 •' CD 0 z — C � O � W c0 'N •O .. 2 Cofn Ito L N� M 0? C E O Q co a c c 9QC n co C` C.) -0 j O co N cL> Cm— N a m 0 c0 C 3Q-0 c _ cv> m .CmN oU °a0 �Q ccn a a t � tD W co xT y ci=o Q v ° - ua 0- 0 Coo�� m�-« m (1)P i� °� m ow 4 z co f9 0- N �� c0 co O r) Co N co L° -0 0 d U t� Z y - 3 o u x a c c 0° -0 ° m co 0 0. CO CO y o:va~ E o o` Eu� < CD O -J E o co w N c°i O o 7 o v, fII 0 N °� E N p 0 3r z u CD w� 0 � m m ntivcco=co mY � 12CL � ul � a cm c°i ° J 0 7 m M O C\ Cl)N -0c O d M N- m" O c . Q 0 m c 2v O 0�co C 2�a�°� Ec .0 w° 0- E m cO v_ ° o R m _E ° s m c v t C o a� c o CO0) w-- N a S c c c `� s o io a�— W�nE U HU 50�S'� g=Q°�UQ Y co�aO v��v�.N co C y ccu a zU .~.�L. N� v 0 0 v 3 °° T T O w V U U) ° o z Q ` ' Go co coW p o F- x U) co x a Q U)= 0 0 ID m co co in its ui LU H Q gi J m U O U O (L n o e Q. CD TT\\ to 0 �O < 0 a- V V O Q fn 0 Q Q 0 LL 0 0 • J cn Q.Lu co cD J Z ' ��`` "D m cc T cDD T N _ J W _ Y U z o W O a 0 0 0 m N CN CV (oLU U U Ci CD C z 0 a O O = W a < Q O �C,Dl V : co co W D 0 0 ` W } 0) ILJ � T U a mc Cl)w O 0 ..I = w O ~ ti Q W Z W x = = N a Y NN W Z: Q N >T > > MiREED & ASSOCIATES, PS Civil & ShIc broil Engineering 198M 70 Ave. W. #A, Lynnwood, WA 98036 Office (425) 778,2793 wer@reed-==com GENERAL ALL CONSTRUCTION SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE (IBC), 2012 EDITION, OR OTHER GOVERNING CODE, AS REQUIRED BY LOCAL JURISDICTION.. DESIGN LOADS SEE ENGINEERING PACKET FOR DESIGN LOADS. INSPECTIONS. NO SPECIAL INSPECTIONS ARE REQUIRED. NOTIFY BUILDING DEPARTMENT FOR INSPECTIONS REQUIRED BY LOCAL JURISDICTION. FOUNDATIONS EXTEND FOOTING TO UNDISTURBED SOIL OF 2000 PSF BEARING CAPACITY. BOTTOM OF EXTERIOR FOOTING SHALL BE V-6" MINIMUM BELOW OUTSIDE FINISHED GRADE. COMPACTED FILL SHOULD CONSIST OF PREDOMINATELY WELL -GRADED, GRANULAR SOIL, FREE OF ORGANIC MATERIAL AND DEBRIS. FILL SHOULD BE PLACED IN MAXIMUM 8" LOOSE LIFTS AND COMPACTED TO A MINIMUM OF 95 PERCENT OF THE MAXIMUM DENSITY AT OPTIMUM MOISTURE CONTENT DETERMINED BY ASTM D-1557 TEST PROCEDURES. CONCRETE Pc = 2500 PSI MINIMUM 5-1/2 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE AND A MAXIMUM OF 6.0 GALLONS OF WATER PER 94 LB SACK OF CEMENT. MAXIMUM SLUMP IS 4". SEGREGATION OF MATERIALS TO BE PREVENTED. REINFORCING STEEL #5 BARS AND LARGER SHALL BE GRADE 60 DEFORMED BARS, AND #3 AND #4 BARS SHALL BE GRADE 40, IN ACCORDANCE WITH ASTM A-615. LAP SPLICES 32 BAR DIAMETERS. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185 AND SHALL BE 6X6 — W1.4 X W 1.4. LAP ONE FULL MESH AT SPLICES. TIMBER FRAMING SHALL MEET THE FOLLOWING MINIMUM STANDARDS: BEAMS AND POSTS (4x—AND GREATER): JOISTS / STUDS (2x_): GLUE LAMINATED BEAMS (GLB) DF-L#2 HF#2 / STUD 24F-V4 (24F-V8 AT CANTILEVERS) 2x—TIMBER SHALL BE KILN DRIED. GRADES SHALL CONFORM TO "WWPA GRADING RULES FOR WESTERN LUMBER", LATEST EDITION. ROOF TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE T.P.I. AND THE IBC. ALL CONNECTIONS PER IBC TABLE 2304.9.1. ROOF DIAPHRAGM INSTALL MINIMUM 1/2" CDX PLYWOOD (32/16) OR 7/16" OSB SHEATHING. NAIL ALL SUPPORTED EDGES AND BOUNDARIES WITH 8d AT 6" O.C, AND INTERIOR SUPPORTS WITH 8d AT 12" O.C.; BLOCKING NOT REQUIRED. FLOOR DIAPHRAGM INSTALL MINIMUM 23/32" T&G STURD-I-FLOOR (24oc) SHEATHING. GLUE AND NAIL ALL SUPPORTED EDGES AND BOUNDARIES WITH 10d AT 6" O.C.; AND INTERIOR SUPPORTS WITH 10d AT 12" O.C., BLOCKING NOT REQUIRED. MISCELLANEOUS THE CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT JOB SITE. THE CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS AND STIFFENINGS HAVE BEEN INSTALLED. DO NOT SCALE DRAWINGS. PRE -FABRICATED ITEMS TO BE HANDLED AND INSTALLED PER MANUFACTURER'S RECOMMENDATIONS. WIND DESIGN CRITERIA: RISK CATEGORY: ULTIMATE DESIGN WIND SPEED: WIND EXPOSURE: INTERNAL PRESSURE COEF. COMPONENTS & CLADDING: METHOD: OCCUPANCY CATEGORY: Kzt: SEISIMIC DESIGN CRITERIA: PROCEDURE USED:SIMPLIFIED (ASCE 7-10, IMPORTANCE FACTOR, 1 RISK CATEGORY, II OCCUPANCY CATEGORY: 11 SITE CLASS, D SEISMIC DESIGN CAT., D SEISMIC FORCE RES. SYS, A.15. DESIGN BASE SHEAR = 15,151 Ibs I I 110 MPH/ 85 MPH NOMINAL B. +/- .55 16 PSF (min) ASCE 10, MWFRS DIRECTIONAL PROCEDURE I I 1.0 12.14.8) R=6.5 Ss = 1.25 (USGS 5.1.0) S1 = 0.40 (USGS 5.1.0) SDs = 0.83 SD1 = 0.43 Cs = 0.13 FRAMING PER PLAN LOCATION BY OTHERS 4' SLAB W/ 6X6 W1.4 X W1.4 WWF OR #3 @ 12'o/c E.W. GENERAL NOTES! IBC aW EDITION 35 PCF EQUIVILENT FLUID PRESSURE 2000 PSF SOIL BEARING PRESSURE 0 PSF SURCHARGE 5 SACK CEMENT PER CUBIC YARD, 2500 PSI MINIMUM COMPRESSIVE STRENGTH, MAXIMUM 6 GALLONS WATER PER SACK GRADE 60 STEEL FOR #5 & LARGER GRADE 40 STEEL FOR 44 & SMALLER PROVIDE TEMPORARY BRACINGS AS REQ'D UNTIL SLAB IS CONSTRUCTED AND CURED. WALL PER PLAN OR SW SCH (2)- #4 CONT @ TOP 6"MIN HORIZONTAL BARS: PER SCHEDULE VERTICAL BARS: PER SCHEDULE FTG DOWELS W/ STD HOOK INTO FTG: MAX HEIGHT SAME AS VERT BAR OF BACKFILL: SPACING PER SCHEDULE LAP: 30'MIN HEEL BARS: PER SCHEDULE FTG THCK 4.0 FTG DRAIN' CONCRETE FOOTING 3'CLR J IN GRAVEL POCKET w/ #4 CONT @ 10'o/c TOE WALL HEEL BEARING SOIL REINFORCEMENT & FOOTING SCHEDULE MAX HEIGHT BACKFILL REINFORCEMENT ONTAL WALL WIDTH HEEL WIDTH FTG THCK HEEL BARS #4 @ 10'o/c Y-8' 8' A4 @ 10'0/c - 115 @ 10'o/c B4 @ 10'o/c 2'-8' 8' 4' 1-1' c 3 \ TYPICAL CANTED FND WALL Scale: NTS = 1'-0' Section View 002 4r REINFORCEMENT t FOOTING SCHEDULE MAX HT. BACKFILL WALL THIC< VERT. REINF. HORIZ. REINF. TOE WIDTH HEEL WIDTH FTG. THICK TOE BARS HEEL BARS MIN. LAP 16 W-0.1 $„ a ll�4e /v z6'' 101-01, �S' zv 0#e/o 4'-W r�©4 14�' itroQ 1r z =3 13'-4" 10" # -CA � '.4,, t (i �lcfe 9 tl Z/ � •r GENERAL NOTES: 4BC 406 EDITION 35 PCF EQUIVILENT FLUID PRESSURE 2000 PSF SOIL BEARING PRESSURE 50 PSF SURCHARGE 5 1/2 SACK CEMENT PER CUBIC YARD, 2500 PSI MINIMUM COMPRESSIVE STRENGTH, MAXIMUM 6 GALLONS WATER PER -SAC# GRADE 60 STEEL FOR #5 8 LARGER GRADE 40 STEEL FOR #4 8 SMALLER BACKFILL WITH POUROUS MATERIAL] FRAMING PER PLAN LOCATION 'BY OTHERS WALL PER PLAN 'OR' SW PER SCHE. C2>— #4 CONT. @ TOP 4' CONC. SLAB PER PLAN 6"MA•X °. HORZ. BARS: PER SCHE. o. VERT. BARS: C. PER SCHE. FTG DOWELS W/ STD HOOK INTO FTG: MAX HEIGHT 2'CLR SAME AS VERT BAR OF BACKFILL eD SPACING PER SCHEDULE LAP: 24'MIN COMPACTED FILL HEEL BARS: PER PLAN arZCLR PER SCHE. TOEBARS: PER SCHE. p FTG THCK 4.0 FTG DRAIN 3.� —� IN GRAVEL POCKET LONGITUDINAL W/ #4 CONT. @ 10'o/c BEARING TOE WALL HEEL SOIL REINFORCEMENT L.FOOTING SCHEDULE MAX HEIGHT BA FILL L REINFORCE HORIZONTAL NFORCEMENT TOE WID WALL W1D HEEL WIDTH FTG T EL B S TOE BA .a-W 44 @ 18' /C #4 @ 10'o/C 6' 9' N/A /A 5-6' 15'0/c #4 @ 10'o/c 6' 1'-9' 'o/c N/A 7'-6' @ 6'o/c #a @ 0'0/ 1'- 8' 2'-1 9' #4 @ 4' /c N/A #4 @ 4'o/c.. xd @ 10'o/c -0' 8' -1' 1'-1' # @ 3'o/c N/A CANT'ED RETAINING WALL @ GARAGE Scale: NTS = 1'-0' Section View 002 44-1)� 0- REINFORCEMENT E FOOTING SCHEDULE MAX HT. BACKFILL WALL HICK VERT. REINF. WORM REINF. TOE WIDTH HEEL WIDTH FTG. THICK TOE BARS HEEL BARS MIN. LAP 4'-m„ a,- �l0 6 �� t Z`i IVr 4 Z'i deb z'.o to-4 jo 7 : 10. ,f-*,?� -4-o Iz a, -" „ , 1 BeamChek v2010 licensed to: Daniel G. Weller, Inc. Reg # 201-540 Olson Residence Roof Framing 1 & Date:12/13/14 Selec ion 4x 12 HF #2 Lu = 0.0 Ft Lu @OH = 0.0 Ft Conditions NDS 2005, Overhang Attributes Actual Critical Status Ratio Values Adiustments IV1111 ovalllly f'11 ca n 1= 1.a 111- nG= OA Ill- , 1.J� VL Vvll= V.VY 111. Beam Span 7.0 ft Reaction 1 LL 460 # Reaction 2 LL 2163 # Beam Wt per ft 9.57 # Reaction 1 TL 753 # Reaction 2 TL 3561 # Bm Wt Included 100 # Maximum V 1834 # Overhang Length 3.5 ft Max Moment 3783'# Max V (Reduced) 1487 # Total Beam Length 10.5 ft TL Max Deft L / 240 TL Actual Defl L / < -1000 OH TL Actual Defl L / >1000 LL Max Deft L / 360 LL Actual Defl L / < -1000 OH LL Actual Deft L / >1000 Section (W) Shear (in2) TL Deft (in) LL Deft OH TL Deft OH LL Deft 73.83 39.38 0.00 0.00 0.07 0.04 48.55 14.87 0.35 0.23 0.35 0.23 OK OK OK OK OK OK 66% 38% 0% 0% 21 % 15% Fb(psi) Fv(psi) E(psi x mil Fc!(Psi) Reference Values 850 150 1.3 405 CF Size Factor 1.100 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Cl Stability @ OH 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 225 Uniform TL: 360 = A Uniform Ld on Backs an Point LL Point TL Distance Par Unif LL Par Unif TL Start End 261 F = 434 (OH) 3.5 225 K = 360 (OH) 0 3.5 I Uniform Load A I K I Pt loads: R1 = 753 R2 = 3561 BACKSPAN = 7 FT OH = 3.5 FT Uniform and partial uniform loads are Ibs per lineal ft. Overhanging load distances are from R2. CITY COPY JAN 0 9 2015 ► VEL.OFIVIZ J SERMCES CTR. CITY OF EDMONDS BeamChek v2010 licensed to: Daniel G. Weller, Inc. Reg # 201-540 Olson Residence Roof Framing 2 F' Date:12/13/14 Selection 3-1/8x 9 GI_B 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2005 Affributes Actual Critical Status Ratio Values Adiustments Loads Min tsearing Area mi= 4.e In` Fie= 4.L in, t1.0) uL ueTI= u.l o In mecom uamoer= u.Lr In Beam Span 9.5 ft Reaction 1 LL 1691 # Reaction 2 LL 1691 # Beam Wt per ft 6.83 # Reaction 1 TL 2740 # Reaction 2 TL 2740 # Bm Wt Included 65 # Maximum V 2740 # Max Moment 6507'# Max V (Reduced) 2307 # TL Max DefI L / 240 TL Actual Dell L / 310 LL Max DefI L / 360 LL Actual Defl L / 598 Section W Shear W TL Defl in LL Defl 42.19 28.13 0.37 0.19 32.54 14.42 0.48 0.32 OK OK OK OK 77% 51% 77% 60% Fb(psi) Fv(psi) E(psi x mil Fc(psi) Reference Values 2400 240 1.8 650 Ad'usted Values 2400 240 1.8 650 Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 356 Uniform TL: 570 = A Uniform Load A R1 = 2740 R2 = 2740 SPAN = 9.5 FT Uniform and partial uniform loads are Ibs per lineal ft. 3 ®F 0 R T E ® rff-VMF*33= revs; `$m-Ru;f'a"" PASSM ^_, /1 Peoe(s) 31/71 x 117/S' L'5ET1x a bm�-m mcMLSL (�'� Overall Length: 8' 6" 0 9 All is adcrs are nvas.recifromthe at9de Pao? of left s47pat (orleft ardleoe- end). All di , u sia s ae hcriaxhtal. DedMweds Achial0Loadar Mowed IReaft InF Land: ONMnaaa.(them„) NbTba Reaction abs) 1629 01 V2, 2481(L7" Passed (660/4 — LO D+ LO S (All Spas) Sheer Qbs) 1183 @ T 2 7/8' 9878 lamed (120/1 1.15 LO D+ LO S (All ems) Nbnat (Ft4bs) 3344 04 3' 16 346 Passed (180/1 115 LO D+ LO S (All Spans) U%e Load Defl. (in) 0.040043. O.2D6 Passed (L/999+) — LO D+ LO S (All Spx s) Taal Load Deli. (in) 1 0.066 04 3' 0.412 Passed (L/999+) — LO D+ LO S (MI Spars) • R11ecUcnufto a LL(V490)adTL(Lj290). B wing (L u): All cmT re §m eckjes (top and bottom m st be hraoad at Er 3 1/2' cyc unless detailed alhawlsa RaW allad... and pcdUo rig cf IM d brddng Is r EgJred to a hetie rrehbe statiltty. ft Bearing lstph tD9 pptats(Ibs) AwE�aies TbU A Alade AmpAred Dead Fkw 8nw Titlai 1- $d well - W 3A0" L75' 1.W, 657 170 1012 1839 1 114' Rim Boad 2 - Shed well - FF 3.00' L75' L97' 657 170 1012 1839 11/4' Rim Board • Rim mad is a wrred to any all loads applied dredly abo a it, byrlg the m3rbe beirg dodged I Mark lrwsmcn 'THbrtay YWckh Dead (n90) LgoQlhre (Lao) grow (1.15) Cbn- ft 1- Llitcrrn (PSF) 0 to a 6' V 142.0 1 4a0 238.0 Resdabal - Uwng Ages VlpyetEHBa warents that the sizing cf Ps proMcls will be in a :rdmce Wth %Wateaea poc rt design citEria and p 11d ed design %dus V%kWt aBer epe3dydsdaine ay otlla warattes related b the sdtwae Refer to anet Vv%etlaa&a It a-alue for InsWMcn details: (w-Awv%ood yvW.o V Aaoessnies (Mm Rxra 9oddrg Ponds and 53 Gods) are nct degged byths sottwae Lbe cf this slhnae is rot 1. talcfed tc) dra rna t the need for a design I, c iel as deten . ned by the aLdx ty teAng jLrW c Jrn The dedgg of ravtt Lxilda cr fiara is respa tie to ague that this dak im is mrcble with the o e all pdject Pmdr:ts rmifad>.red at V%%eteaeer Wildes a e ttird-paty oatlfied to sbtainatle fc1etY st3 d3c5 The p cdr2 ap 1caUcrt irpt design leach dnenscrs ad st4 port Irfa cn toe bean RmIclad by Fate SdhAom Cpazb r Faroe Shcwae cpemtw .Idb Pttes Curiel Waller ❑a'id G Waller, Im (206)861-1182 daridgAd leCab=Mst.net Sysban: Floor NbrbEr ype : Flush Bain Bildng Lbe : r?§derW BUldrg mde : IBC Raggn IVIelhoddogy : ASD [iS) SUSTAINABLE FORESTRY INITIATIVE 12/152M45:11:14 PM Fartev4.6, Dmigi Ergne: Wal.1.5 Ptoe1cf1 ®F0 R T E® "WASM14151cm `ate`" 1 peaKs)117/S"1R®230 0 2V OC All lorabcrs are n easuftomthe otl9de fcce of left 94)port (or left canble-AT End). All clrretsorls ae horizontal. Design Reaft Admd OLcdicn alaned Remit LDF Loa* Oarrbtr*ian(RaMmn) N13TbEr 13a-idion pbs) 744 @21/2' 1856 (3.50') Famed (40%) L25 1.0 D+ LO Lr (ill teens) 9186r (Its) 721 @ 31/2- 2069 F9sead ( 18) L25 1.0 D + LO Lr (AO $errs) M3Tt3t (Ft-4bs) 3305 Ccbg 31/r' 5259 Read (630/1 1.25 1.0 D+ LO Lr (PII goers) Live Load Deft. (in) (1393 @g 31/2' 0.608 (4W - 1.0 D+ LO Lr (All goers) Tatal Load DER. (n) 1 0.629 09 3 V7 0.911 1 Ftassed (L/348) I - t 1.0 D+ 1.0 Lr (All gowns) • DdleWcnuIbBia: LL(Lj360)ard7L(L/240} • B3adrg (Lu): All mn Bream edJa (top and balm) m st be traaad at 4 Wl6' We u tew detalied dtev-lse RtW arlad. , e a-d Poring of lateral tracing is r eq fired to adieae rrarbe stedlity. 3aft 0-ring teeth BcedslusL")aft(Its) Ac®a9es 'rbtd Aueila6le Re¢ired oead Rood Me Total 1- Beaded Rabe- FF 350' 350' L75' 280 465 745 Boddrg 2-BeadedRabe -FF 159, awl L75' 2>30 465 745 Boddng • Boddrg F9rds are assx ed W Garry no, loads applied directly dx),e them anti the kM load Is applied W the rrerber being designed Leeds lccatfat Spadrg DeEtrli (0LSM RocMe (ay.swm LzaT GMVM is 1- Lliform (PSF) 0 tD 18 7' 24' iso 2&0 W -- V%"yfaaeer vaenats that the 5zirg cf its prodicts Wil be in aomrclarm Wth V%t Wttaaser prrxl design aitaia and pLUilied design furs Vv%efeasa eqpreW disdains any Wier vaarratles related to the slhmm PESa W arrat V%0elaas3Iftatm far irsYdl4tim dettLs (wmmvaoodryrny oo" Poc esscr i s (Rlm Bard Boddrg Pads and Scp Bod6) are not designed by this softwae use cf the sofMae is rot irtarded W dr armet the need ftr a deign prdesdcrd as d2b3nlned byte arThoity fatrg ju isidim The designer of ram cL builderor fiam is respa ble W assie that the dalatim is ocrrpedble vilh the amell project Rodlrls nw faot red at V%Eyefsaea facilities ere thrd-partyoaUfled W se faesby Staffids The prod= appficaliort irpt design Ica% dimensions and s.pport inforrretim have been pro ided by Forbe Saftvee Cpeator FcM SldKmm Clomutcr Job Plates Daniel Weiler CNriel G Weller, Inc. (2D6) a51-1182 dar'lielgnellataborrcast. net 9ysAffi : Roof Vb berType: Joist B ildng Lie: LZeSdaiial EUldrlg Cade: IBC Ldgn Nl it oddog/ : ASD M3rba RodY V12 (iS) SUSTAINABLE FORESTRY INITIATIVE 12(15'"4 5:16:54 PN Fcrtev4.6, DlEdgi Ergrla \ral.1.5 P13ge 1 cf 1 BeamChek v2010 licensed to: Daniel G. Weller, Inc. Reg # 201-540 Olson Residence Roof Framing 5 d Date: 12/13/14 Selection W 16x 26 36 ksi Wide Flange Steel Lateral Support: Lc = 5.6 ft max. Conditions Actual Size is 5-1/2 x 15-3/4 in. Min Bearing Length R1= 1.1 in. R2= 1.1 in. (1.0) DL Defl= 0.08 in Recom Camber= 0.13 in Data Attributes Actual Critical Status Ratio Values Adiustments Loads Beam Span 20.0 ft Reaction 1 LL 3000 # Reaction 2 LL 3000 # Beam Wt per ft 26.0 # Reaction 1 TL 5060 # Reaction 2 TL 5060 # Bm Wt Included 520 # Maximum V 5060 # Max Moment 25300 W Max V (Reduced) N/A TL Max DefI L / 240 TL Actual Defl L / >1000 LL Max DefI L / 360 LL Actual Defl L / >1000 Section W Shear W TL Defl in LL Defl 38.40 3.92 0.21 0.12 12.78 0.35 1.00 0.67 OK OK OK OK 33% 9% 21 % 19% Fb(psi) Fv(psi) E(psi x mil Ref. Value Fy Ad'usted Values 36000 23760 36000 29.0 14400 29.0 YP Factor, Lc 0.66 0.40 Uniform LL: 300 Uniform TL: 480 = A Uniform Load A R1 = 5060 R2 = 5060 SPAN = 20 FT Uniform and partial uniform loads are Ibs per lineal ft. 6 ®F 0 R T E " Lewd, `fby awa "�F p 1 e Ks) 51/S' x 15' 24FV4 DF QLAam Sullout2failedthen3efiencheck d:.etoins ffidetbeairgga3dty. Overall Length: 31' 2 1/2" 41 �� 12' � 18' lul 0 Al locos are rnmaxed frantic_ eLmde fam of left sulopoit (er lei cardlevEr exD. Aid, , a do are haia xial. 0 lDeaW F&SLAts /Niel OIlamda>I q Rash `PW Loam mrtt7inatim (RYlban) Nt n be- RsTdim abs) 14169 @ 12 7 ]/4' MS (3.50rD Failed (1R5°/) — LO D + LO Lr (Al $ats) Shea Qbs) 6254 @ 14 1 9977 q) L25 1.0 D+ LO Lr (Al *am) Rrs Nbirat (Ft -its) 177M @23 5 314' 4BD47 wed (370/1 L25 LO D+ LO Lr (Pit Spans) lqg Mxrlert (Ft-lbs) -22536 012 71/4' 37036 Famed (610/4 L25 LO D+ LO Lr (Al ins) Uhe Lced DEfl. (in) 0.22D 022 6 314' U609 lamed (L f996) — 1.0 D + LO Lr (Alt Sens) Total Load DEfl. (n) OL346 @2Z 711116' 0.914 Ftmed (L/ — 1.0 D+ 1.0 Lr (Pit Spars • Deflectimaflaia: LL(L/360)acl TL(LjNCI� • Bacing (LL): All o3Ypreg4m edges (top a d bvt mV mA be braced at 31' 21R" q/c Mess dAaited o0yrW 9a Ram atta i net and positioning cifla>sal bracing Is recored to adieoe nu . ba sffi1ity. • Oitfd poJ#%e .. u at 4usbad by a %dare famor of L00 brt vLes dalated using length L =14 9 9/16. • 0itld neptive crone aiPr.Eted bya %dune facto of L00 that y�es oalalated Lalrg le glh L = S 2 3r16. • The Hfecis of poMw or nagMw corker Lae not been auouted far Wien oetakVrg tlellecdon • The Wecified glJan is asRxred to lae its sbtM larireliers at the bWD . of the beam Install Wth proper side cp as irrdby the rratfaLra. • PppiaiedaJallasarle on NZ2005rtdtlodioc,H Supporits BrslrglmWh 1oartlo9L44xx7spbs) AccessoriesTaalAccessories Total A mkiMe Ra¢ired Deed 4w 1- 9ad vdl - I-V 5 50' S. — 138E 2602 3990 Boddng 2 -Sod well - FF 3.50' 3.w, 6.83 -9537 am 14170 Boddrg 3 - 9Ld Ml - FF sw 2.40' 1919 30M 4989 9oddrg • Boddrg Rands are asarred to Cary no loafs died drafty alo a Ownad the MI load is "led to the rrerbe berg designed Lil]ecls loca0m pilau y Vttmt Dead (UL90) Roofu%e (rv,atewr L25) corn VrdS 1 - LJiform (PLF) 013D 12 9' hyA 307.0 513.0 Roof 2 - Uifam (PLF) 12 9'to 3r 7' WA 236.0 3940 vvpyehaeLeer warrats that the sizing of Its prod:.ds W II be In cu3x dwm with Vvtyeteaea plod deJgr aitaia and pL.dished design %dues. V%tWt ere sa epregaly dslatrrs ay other varalies reiabed to the scitwaa IZFSt7 to arret V^ehaasa litaalu a for intstallaWn dials (vrunevood*y mrr0 Amessories (Mm Boack Boddrg Pads ad 93 Bads) ere rot designed b7ths sdMae L be of the 9d is rot 1. b3 ed to dranret the creed fQ a design pras dEtEm . read by the aVhodty ha irg luisdclim The daggrw of reccx bdider er franc is rewanr4tie to assuethatthsakdabmisca. blewiththeere�4Iproject RvdrisnatfacbxedatV%tWini ea- facilities erethrdixatycaMedtost7dretie ru esbY Stald3l'15 pro[Lc'i applimtlorl inn t dsslgt lead, dmardors and s;port irfcnyeUcn Foe been prodded by Face Soflvere 0palcr FortsSAwe7eCpereW JobNbtes Dariel Waller Eland G Waller, Ira (MIS) 8551-1182 cbrielgAellaCaLarricast.net sysum:Pke M3ri7aType: Drop Bean adIcI rg L13e : Residential 911drrg Cole: HK D21gr Nglhocldogy : ASD Marta' Rtrh 0/12 r SUSTAINABLE FORESTRY INITIATIVE 12/1&'M4a13:06 PN� FarteV4:6, DesM Erxjrxx V6.1.1.5 Page 1 d 1 MEMBER REPORT roof framing, Copy of beam 6 over dining and great room F O R T E 1 piece(s) 5 1/8" x 15" 24F-V4 DF Glulam Support 2 failed the reaction check due to insufficient bearing capacity. 0 11' 9.00" 18' 0.00" 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: Combmahon (Pattern) Member Reaction (Ibs) 13469 @ 12' 4.25" 11659 (3.50") Failed (116%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 6041 @ 13' 9.00" 15618 Passed (39%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 17288 @ 23' 2.51" 44203 Passed (39%) 1.15 1.0 D + 1.0 S (Alt Spans) Neg Moment (Ft-Ibs) -21477 @ 12' 4.25" 34073 Passed (63%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Dell. (in) 0.214 @ 22' 3.64" 0.914 Passed (L/999+) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.338 @ 22' 4.50" 1.218 Passed (L/649) 1.0 D + 1.0 S (Alt Spans) Deflection criteria: LL (L/240) and TL (L/180). Input live load span ratio deflection limit is below building code minimum value of L/240. This minimum value was used for design. Input total load span ratio deflection limit is below building code minimum value of 1./180. This minimum value was used for design. Bracing (Lu): All compression edges (top and bottom)•must be braced at 30' 11.50" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 14' 9.98". Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 8' 3.24". 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 2005 methodology. Supports Bearing. Length Loads to supports (Ibs) ;Accessories; Total Available RequveG( , Dead,' Snow Total 1 - Column - DF 5.50" 5.50" 1.50" 1249 2367 3616 None 2 - Column - PSL 3.50" 3.50" 4.04" 5280 8189 13469 None 3 - Beam - HF S.50" 5.50" 2.35" 1881 2990 4871 None Tributary Dead Snow' �k. Loads Location Width (0.90) '(115) ''Comments ,ry 1 - Uniform (PSF) 0 to 12' 6.00" 19' 3.00" 15.0 25.0 Roof 2 - Uniform (PSF) 12' 6.00" to 30' 15' 3.00" 15.0 25.0 11.50" 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. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this 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. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator FAILED System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD Member Pitch: 0/12 v 'i- SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator .lob Notes 2/26/2015 2:43:28 PM Charles Miller zalc -ocas Forte v4.6, Design Engine: V6.1.1.5 City of Edmonds 2015-0038.4te 1425) 771-0220 chuck. m i l I er(c?edm ondswa. gov J Page 1 of 1 City of Edmonds Project Title: Building Division Engineer: Proiect ID: Chuck Miller, Plans Examiner Project Descr: chuck.miIler@edmondswa.gov 425-771-0220 x 1314 _ Printed: 25 FEB 2015, 4.36PM WOOCI Beam File =C:iUserslmiilem\DOCUME-11ENERCA-112015.0-2.EC6 ENERCALC,INC. 19833.2015, Stfild:6.15.1.19, Ver:6.15.1.19 r.r a ■•.. Description : beam 6 over dining room great room CODE REFERENCES - Calculations per NDS' 2012, IBC 2012, CBC 2013, ASCE 7-1.0 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2400 psi E : Modulus of Elasticity Load Combination IBC 2012 Fb - Compr 1850 psi Ebend- xx 1800ksi Fc - Prll 1650 psi Eminbend - xx 930ksi Wood Species : DF/DF Fc - Perp 650 psi Ebend- yy 1600ksi Wood Grade : 24F - V4 Fv 265 psi Eminbend - yy 830ksi Ft 1100 psi Density 32.21 pcf Beam Bracing Beam is Fully Braced against lateral -torsion buckling D 0.28875 S 0.48125 - D 0.2325 S 0.3875 5.125x15 Span = 12.125 It 5.125x15 Span = 18.125 It Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.0150, S = 0.0250 ksf, Tributary Width = 19,250 ft, (roof) Load for Span Number 2 . Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 15.50 ft, (roof) DESIGN SUMMARY ■ • Maximum.-_.____.�_.__.__ Bending Stress Ratio = 0.635: 1 Maximum Shear Stress Ratio = 0.396 :1 Section used for this span 5.125x15 Section used for this span 5.125x15 fb : Actual = 1,340.97psi fv : Actual = 120.69 psi FB : Allowable = 2,111.41 psi Fv: Allowable 304.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 0.000ft Location of maximum on span = 12.125ft Span # where maximum occurs = Span # 2 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.188 in Ratio = 1158 Max Upward Transient Deflection -0.009 in Ratio = 16823 Max Downward Total Deflection 0.309 in Ratio = 703 Max Upward Total Deflection -0.014 in Ratio = 10064 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios M V C d C FN C i Cr C m C t C L Moment Values M fb Fb V Shear Values fv Fv +D+H 0.00 0.00 0.00 0.00 Length=12.125 It 1 0.315 0.198 0.90 1.000 1.00 1.00 1.00 1.00 1.00 8.40 524.32 1665.00 2.42 47.27 238.50 Length = 18.125 It 2 0.317 0.198 0.90 0.992 1.00 1.00 1.00 1.00 1.00 8.40 524.32 1652.41 2.42 47.27 238.50 +D+L+H 0.992 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.125 ft 1 - 0.283 0.178, 1.00 1.000 1.00 1,00 1.00 ____1.00 1.00 8.40 524.32 1850.00 2.42 47.27 265.00 Length=18.125 ft 2 - 0,286 0.178 1.00 0.992 1.00 1.00 1.00 1.00 1.00 8.40 524.32 1836.01 2.42 47.27 265.00 +D+Lr+H 0.992 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 City of Edmonds Project Title: Building Division Engineer: Project ID: Chuck Miller, Plans Examiner Project Descr: chuck.miller@edmondswa.gov 425-771-0220 x 1314 Primed 25 FEB 2015. 4:36PM Wood Beam File =c:lUserslmitlemkD000ME-1IENERCA-112015.0-2.EC6 ENERCALC, INC. 1983.2015, Build:6.15.1.19, Ver,6.15.1,19 IM-r.r r Y Description : beam 6 over dining room great room Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L, M fb F'b V tv F'v Length = 12.125 It 1 0.227 0,143 1.25 1.000 1.00 1.00 1.00 1.00 1.00 8.40 524.32 2312.50 " _ 2.42 47.27 331.25 Length=18.125 ft 2 0.228 0.143 1.25 0.992 1.00 1.00 1.00 1.00 1.00 8.40 524.32 2295.01 2.42 47.27 331.25 +D+S+H 0.992 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.125 ft 1 0.630 0.396 1.15 1.000 1.00 1.00 1.00 1.00 1.00 21.48 1,340.97 2127.50 6.19 120.69 304.75 Length=18.125 ft 2 0.635 0.396 1.15 0.992 1.00 1.00 1.00 1.00 1.00 21.48 1,340.97 2111.41 6.19 120.69 304.75 + )+0.750Lr+0.750L+H 0.992 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.125 It 1 0.227 0.143 1.25 1.000 1.00 1.00 1.00 1.00 1.00 8.40 524.32 2312.50 2.42 47.27 331.25 Length = 18.125 It 2 0.228 0.143 1.25 0.992 1.00 1,00 1.00 1.00 1.00 8.40 524.32 2295.01 2.42 47.27 331.25 +D+0.750L+0.750S+H 0,992 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.125 It 1 0.534 0.336 1.15 1.000 1.00 1.00 1.00 1.00 1.00 18.21 1,136.81 2127.50 5.24 102.33 304.75 Length=18.125 It 2 0.538 0.336 1.15 0.992 1.00 1.00 1.00 1.00 1.00 18.21 1,136.81 2111.41 5.24 102.33 304.75 +D+0.60W+H 0.992 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.125 ft - 1 0.177 0.111 1.60 -1.000 1.00 1.00 - 1.00 1.00 1.00 - 8.40 524.32 2960.00 2.42 47.27 424.00 Length=18.125It 2 0.178 0.111 1.60 0.992 1.00 1.00 1.00, 1.00 1.00 8.40 524.32 2937.61 2.42 47.27 424.00 +D+0.70E++i 0.992 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.125 It 1 0.177 0.111 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.40 524.32 2960:00 2.42 47.27 424.00 Length = 18.125 It 2 0.178 0.111 1.60 0.992 1.00 1.00 1.00 1.00 1.00 8.40 524.32 2937.61 2.42 47.27 424.00 +D+0.750Lr+0.750L+0.450W+H 0.992 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.125 It 1 0.177 0.111 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.40 524.32 2960.00 2.42 47.27 424.00 Length = 18.125 It 2 0.178 0.111 1.60 0.992 1.00 1.00 1.00 1.00 1.00 8.40 524.32 2937.61 2.42 47.27 424.00 +D+0.750L+0.750S+0.450W+H 0,992 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.125 It 1 0.384 0.241 1.60 1.000 1.00 1.00 1.00 1.00 1.00 18.21 1,136.81 2960.00 5.24 102.33 424.00 Length = 18.125 ft 2 0.387 0.241 1.60 0.992 1.00 1.00 1.00 1.00 1.00 18.21 1,136.81 2937.61 5.24 102.33 424.00 +D+0.750L+0.750S+0.5250E+H 0.992 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.125 It 1 0.384 0.241 1.60 1.000 1.00 1.00 1.00 1.00 1.00 18.21 1,136.81 2960.00 5.24 102.33 424.00 Length = 18,125 It 2 0.387 0.241 1.60 0.992 1.00 1.00 1.00 1.00 1.00 18.21 1,136.81 2937.61 5.24 102.33 424.00 +0.60D+0.60W+0.60H 0.992 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.125 It 1 0.106 0.067 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.04 314.59 2960.00 1.45 28.36 424.00 Length = 18.125 ft 2 0107 0.067 1.60 0.992 1.00 1.00 1.00 1.00 1.00 5.04 314.59 2937.61 1.45 28.36 424.00 +0.60D+0.70E+0.60H 0.992 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length = 12.125 It 1 0.106 -' 0.067 1.60 1.000 1.00 1.00 1.00 1.00 L00 5.04 314,59' 2960.00 1.45 28.36 424.00 Length = 18.125 It 2 0.107 0.067 1.60 0.992 1.00 1.00 1.00 1.00 1.00 5.04 314.59 2937.61 1.45 28.36 424.00 Overall Maximum Deflecttons Load Combination Span Max. " " Dell Location in Span Load Combination Max. "+" Defl Location in _ Span +D+S+H 1 0.0248 3.929 +D+S+H -0.0145 10.432 +D+S+H 2 O.3092 10.126 0.0000 10.432 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 3.001 13.503 4,590 -- Overall MINimum 0.697 3.164 1.080 +D+H 1.162 5.274 1.800 +D+L+H 1.162 5.274 1.800 +D+Lr+H 1.162 5.274 1.800 +D+S+H 3.001 13.503 4.590. +D+0.750Lr+0.750L+H 1.162 5.274 1.800 +D+0.750L+0.750S+H 2.541 11.446 3.892 +D+0.60W+H 1.162 5.274 1.800 +D+0.70E+H 1.162 5.274 1.800 +D+0.750Lr+0.750L+0.450W+H 1.162 5.274 1.800 +0+0.750L+0.750S+0.450W+H 2.541 11.446 3.892 +D+0.750L+0.750S+0.5250E+H 2.541 11.446 3.892 +0.60D+0.60W+0.60H 0.697 3.164 1.080 +0.60D+0.70E+0.60H 0.697 3.164 1.080 D Only 1.162 5.274 1.800 Lr Only L Only S Only 1.839 8.230 2.790 W Only City of Edmonds Project Title: Building Division Engineer: Project ID: Chuck Miller, Plans Examiner Project Descr: chuck. miller@edmondswa.gov 425-771-0220 x 1314 _ Printed. 25 FEB 2015, 06PM Wood Beam File=c,lUserslmillem\DOCUME-11ENERCA-11201 00-2.EC6 ENERCAtC,INC. 1983-2016, $aild:6.15.1 19, Ver:6.15.1.19 i. i' 1 s • s e c e r i: r i Description : beam 6 over dining room great room Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 E Only H Only BeamChek v20101icensed to: Daniel G. Weller, Inc. Reg # 201-540 Ols esidence Roof Framing 7 Date: 12/13/14 Selection 6x 10 HF #2 Lu = 0.0 Ft Conditions NDS 2005 Data Attributes Actual Critical Status Ratio Values Adjustments IvlIII OCQI11 ly nl wo It- GI1= V.V ul Beam Span 5.0 ft Reaction 1 ILL 432 # Reaction 2 LL 2888 # Beam Wt per ft 12.7 # Reaction 1 TL 731 # Reaction 2 TL 4722 # Bm Wt Included 63 # Maximum V 4722 # Max Moment 2375'# Max V (Reduced) 2810 # TL Max Defl L / 240 TL Actual Defl L / >1000 ILL Max Defl L / 360 ILL Actual Defl L / >1000 Section (in3) Shear (in2) TL Defl (in) ILL Defl 82.73 52.25 0.03 0.01 42.22 30.11 0.25 0.17 OK OK OK OK 51% 58% 10% 8% Fb(psi) Fv(psi) E(psi x mil Fc!(psi) Reference Values 675 140 1.1 405 Ad'usted Values 675 140 1.1 405 CF Size Factor 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform ILL: 50 Uniform TL: 80 = A Point ILL Point TL Distance 3070 B = 4989 4.5 Uniform Load A Pt loads: B R1 = 731 R2 = 4722 SPAN = 5 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2010 licensed to: Daniel G. Weller, Inc. Reg # 201-540 Olson Residence Roof Framing 8 67-' Date:12/13/14 Selection W 16x 26 36 ksi Wide Flange Steel Lateral Support: Lc = 5.6 ft max. Conddions Actual Size is 5-1/2 x 15-3/4 in. Data Attribu s Actual Critical Status Ratio Values Adjustments Loads Ain bearing Lengtn hi= 1.1 in. Hz= i.1 in. (i.u) uL uen= u.i i in Kecom camper= u.i / in Beam Span 22.0 ft Reaction 1 LL 2893 # Reaction 2 LL 2893 # Beam Wt per ft 26.0 # Reaction 1 TL 4906 # Reaction 2 TL 4906 # Bm Wt Included 572 # Maximum V 4906 # Max Moment 26983'# Max V (Reduced) N/A TL Max Defl L / 240 TL Actual Defl L / 982 LL Max DefI L / 360 LL Actual DefI L / >1000 Section (in3) Shear 02) TL Defl (in) LL Dell 38.40 3.92 0.27 0.16 13.63 0.34 1.10 0.73 OK OK OK OK 35% 9% 24% 22% Fb(psi) Fv(psi) E(psi x mil Ref. Value Fy 36000 Ad'usted Values 23760 36000 29.0 14400 29.0 YP Factor, Lc 0.66 0.40 Uniform LL: 263 Uniform TL: 420 = A Uniform Load A R1 = 4906 R2 = 4906 SPAN = 22 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2010 licensed to: Daniel G. Weller, Inc. Reg # 201-540 Olson Residence Roof Framing 9 a"Ki Date:12/13/14 Selection 6x 10 HF #1 Lu = 0.0 Ft Conditions NDS 2005 Data Attributes Actual Critical Status Ratio Values Adjustments Loads Min bearing Area tit= 4.t$ In, KZ= 4.b in, (1.b) uL ueTI= u.13 In Beam Span 11.0 ft Reaction 1 LL 1172 # Reaction 2 LL 1172 # Beam Wt per ft 12.7 # Reaction 1 TL 1940 # Reaction 2 TL 1940 # Bm Wt Included 140 # Maximum V 1940 # Max Moment 5335'# Max V (Reduced) 1661 # TL Max Defl L / 240 TL Actual DefI L / 485 LL Max DefI L / 360 LL Actual Defl L / 963 Section W Shear W TL Defl in LL Defl 82.73 52.25 0.27 0.14 60.97 17.79 0.55 0.37 OK OK OK OK 74% 34% 49% 37% Fb (psi) Fv (psi) E (psi x mil) Fc! Reference Values 1050 140 1.3 405 Adjusted Values 1050 140 1.3 405 CF Size Factor 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 213 Uniform TL: 340 = A Uniform Load A R1 = 1940 R2 = 1940 SPAN = 11 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2010 licensed to: Daniel G. Weller, Inc. Reg # 201-540 Olson Residence Roof Framing 10 B� Date:12/13/14 Selection 3-1/2x 11-1/4 2.0E TJ Parallam W.S. PSL Lu = 0.0 Ft Conditions NDS 2005 A ribu es Actual Critical Status Ratio Values Adjustments Loads Min bearing Area H1= 3.1 in, HZ= 3.1 in, (1.5) uL ueTI= U.1b In Beam Span 13.0 ft Reaction 1 LL 1385 # Reaction 2 LL 1385 # Beam Wt per ft 12.3 # Reaction 1 TL 2290 # Reaction 2 TL 2290 # Bm Wt Included 160 # Maximum V 2290 # Max Moment 7442'# Max V (Reduced) 1960 # TL Max Defl L / 240 TL Actual Defl L / 479 LL Max Defl L / 360 LL Actual Defl L / 948 Section in3 Shear 02 TL Defl in LL Defl 73.83 39.38 0.33 0.16 30.58 10.14 0.65 0.43 OK OK OK OK 41% 26% 50% 38% Fb(psi) Fv(psi) E(psi x mil Fc!(psi) Reference Values 2900 290 2.0 750 Ad'usted Values 2921 290 2.0 750 CF Size Factor 1.007 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 213 Uniform TL: 340 = A Uniform Load A R1 = 2290 R2 = 2290 SPAN = 13 FT Uniform and partial uniform loads are Ibs per lineal ft. Q CFO R T E® Fqff#mm17fi3mm `evd,P°`",/c& 1 oea Ks)11 7/sr TJZVSW @err oc (4t) 21' 6" All lomUcrs are rreasLred frcmthe alside face of left slppat (er left arble r exf). All drraers are horiaxtal. Deaw ReSL>ft Adud 01aradan ARDIAled ResWt L13F Loa* Cwtilruilim(RaRem) Ntrrbe' REac ien Qbs) 915 04 VT 2156 (aW) Passed (420/4 L25 1.0 D+ LO Lr (A l ors) Sh— pbs) 877 @ 5 iR' 2563 Passed (340/4 L25 LO D + LO Lr (All Spars) M3mt (Ftabs) 47M @ 11' 2 VT 11875/ Passed (40°/) 1.25 LO D + LO Lr (All Spans) Live Load DPI. (in) U478 @ 11' 2 IfT 0.701 Passed (V573) — 1.0 D + 1.0 Lr (All Spars) Tetal Load Dell. (n) I 0.781 @ If 2 V7 L 142 Passed V351) — 1.0 D + LO Lr (All Spam) Cellectimoits ia LL(L/360)"n(L/290). • Bradrg (Lu): All mri p cn edges (hop ad bol>n 4 must be braced at 7 3/8" cyc uriess ddailed o&wWSe Rt)a attad.. u and pcatioring of laba bracing Is req lred to adie a rrarba stadlity. st"Xxis BeairgLegth Lard!stoSLnpraris(lbs) Aona'sstaies TbW Awailehle Recored Dead Roar al Tri 1- Bevded Rate - FF 5.50" 5 50' 1.75' 354 560 914 9oddrg 2 - Iced Rate - FF 5.50O' S St7' 175' 354 560 914 Elod6rg •ElodbngF9ndsaream red tomrrynoIcad;dieddredlyabovettnanardtheMIload isappUedtotherrerrbabergdesigned Loa[!s toaadm Sjadng Dead (11190) racrYlhe (- 1.25) Cbrmrays 1 - Llifctm (PSF) 0 to 22 5' 24' ISO 240 1 Roof VikMtesba mmats ttiat the siArg cf its prodrls Hill be in acoorda vvih Vvt yoer HBa prodrt design eiteria and ix.Uisl-etc design values Vv2yeftnaeer epvAV disdains anydha varaties related to the s R$a to wre t Vvyeteaea liteatLre fix Installation ride is (vmwvmclov�w.co" AaeEaolfes (Rm Blatt Bod6rg Panels and Scp gods) are not ddgnai by the solhmm Llse cf the s lhAa a is rat 1, tancled to drarrwe t the need fix a design pas datan . ai bythe alhafty VeMrg jLrisddfon The deJgvr cf reoclta binds cr fra m is reWordtie to assie that the da/alim is conpetible vdth the overall pi*cL Rodrls natfxhred at Vikyeteaea facilities are thirdi3aty certified to a ro estty stanrJards The podtt appicaliert input design Iceds, drrarAors and a p{wt irtbmmbm have been p Wdsd by Fbft SdNae Cpeahr Fbta 9o1Mae C>pa>atr Jobt ktes Cor'irl Waller [oriel G Waller, Inc. (206) 851-1182 d3ialgn dlar`.bontast. net fin: Roof NtrrberType: Joist Bllldng Llge: ResidaBJal [iildrg (ode : IBC Dasign Nfelhoddogy : ASD M3 ba Rhh: 4(12 T SUSTAINABLE FORESTRY INITIATIVE 121151"41305:55 PU: Fartev4.6, Ceeigr Ertgm \6.1.1.5 Pbge1d1 BeamChek v2010 licensed to: Daniel G. Weller, Inc. Reg # 201-540 Olson Residence Roof Framing t) 12 Date:12/13/14 Selection 4x 12 HF #2 Lu = 0.0 Ft Conddions NDS 2005 Data Attributes Actual Critical Status Ratio Values Adjustments Loads Min tsearing Area H1= 1.6 In' HZ= 1.6 In' (1.b) UL uerl= u.1b In Beam Span 16.25 ft Reaction 1 LL 358 # Reaction 2 LL 358 # Beam Wt per ft 9.57 # Reaction 1 TL 646 # Reaction 2 TL 646 # Bm Wt Included 155 # Maximum V 646 # Max Moment 2626 W Max V (Reduced) 572 # TL Max DefI L / 240 TL Actual Defl L / 690 LL Max Defl L / 360 LL Actual Defl L / >1000 Section in3 Shear in2 TL Defl in LL Defl 73.83 39.38 0.28 0.13 33.71 5.72 0.81 0.54 OK OK OK OK 46% 15% 35% 24% Fb (psi) Fv (psi) E (psi x mil) Fc! (psi Reference Values 850 150 1.3 405 Adjusted Values 935 150 1.3 405 CF Size Factor 1.100 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 44 Uniform TL: 70 = A Uniform Load A R1 = 646 R2 = 646 SPAN = 16.25 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2010 licensed to: Daniel G. Weller, Inc. Reg # 201-540 Olson Residence Floor Framing 13 J" Date:12/13/14 Selection 3-1/2x 11-1/4 2.0E TJ Parallam W.S. PSL Lu = 0.0 Ft Conditions NDS 2005 Data Attributes Actual Critical Status Ratio Values Adiustments Loads IVIIII Uvalllly nlCa f11= v.v 1I I- flG= ;.v III- 1 .J/ VL VG = V V III Beam Span 9.5 ft Reaction 1 LL 2660 # Reaction 2 LL 2660 # Beam Wt per ft 12.3 # Reaction 1 TL 3716 # Reaction 2 TL 3716 # Bm Wt Included 117 # Maximum V 3716 # Max Moment 8825'# Max V (Reduced) 2983 # TL Max Defl L / 240 TL Actual Defl L / 579 LL Max Defl L / 360 LL Actual Defl L / 924 Section (in3) Shear (inz) TL Defl (in) LL Defl 73.83 39.38 0.20 0.12 36.26 15.43 0.48 0.32 OK OK OK OK 49% 39% 41 % 39% Fb(psi) Fv(psi) E(psi x mil Fc(psi) Reference Values 2900 290 2.0 750 Ad'usted Values 2921 290 2.0 750 CF Size Factor 1.007 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 560 Uniform TL: 770 = A Uniform Load A R1 =3716 R2=3716 SPAN = 9.5 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2010 licensed to: Daniel G. Weller, Inc. Reg # 201-540 Olson Residence Floor Framing 14 0 Date: 12/13/14 Selection 3-1/2x 11-1/4 2.0E TJ Parallam W.S. PSL Lu = 0.0 Ft Lu @OH = 0.0 Ft Conditions NDS 2005, Overhang Pat9 Attribues Actual Critical Status Ratio Values Adjustments Min Bearing Area hit= 3.6 iWHZ= 11.0 in' (1.b) UL UeTi= U.U1 in. Beam Span 7.0 ft Reaction 1 LL 1785 # Reaction 2 LL 5363 # Beam Wt per ft 12.3 # Reaction 1 TL 2694 # Reaction 2 TL 8266 # Bm Wt Included 114 # Maximum V 4427 # Overhang Length 2.25 ft Max Moment 6063 W Max V (Reduced) 3473 # Total Beam Length 9.25 ft TL Max Defl L / 240 TL Actual Defl L / >1000 OH TL Actual DefI L / >1000 LL Max Defl L / 360 LL Actual Defl L / >1000 OH LL Actual Defl L / < -1000 Section On') Shear (W) TL Defl (in) LL Defl OH TL Defl OH LL Defl 73.83 39.38 0.03 0.02 <0.01 0.00 24.91 17.96 0.35 0.23 0.23 0.15 OK OK OK OK OK OK 34% 46% 9% 8% 1 % 1 % Fb(psi) Fv(psi) E(psi x mil Fc!(psi) Reference Values 2900 290 2.0 750 Ad'usted Values 2921 290 2.0 750 CF Size Factor 1.007 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Cl Stability @ OH 1.0000 RID = 0.00 Le = 0.00 Ft Loads Uniform LL: 668 Uniform TL: 1005 = A Uniform Ld on Backs an Point LL Point TL Distance Par Unif LL Par Unif TL Start End 969 F = 1550 (OH) 2.25 668 K = 1005 (OH) 0 2.25 I Uniform Load A I K I Pt loads: R1 = 2694 R2 = 8266 BACKSPAN = 7 FT OH = 2.25 FT Uniform and partial uniform loads are Ibs per lineal ft. Overhanging load distances are from R2. BeamChek v2010 licensed to: Daniel G. Weller, Inc. Reg # 201-540 Olson Residence Floor Framing 15! Date:12/13/14 Selection 3-1/2x 14 2.0E TJ Parallam W.S. PSL Lu = 0.0 Ft Lu @OH = 0.0 Ft Conditions NDS 2005, Overhang Data Attributes Actual Critical Status Ratio Values Adjustments IVIII I oGQl 11 ly !V Ga n 1 = 1 .v III- nG= v.'? III- 1 I .J/ VL- VG11= v.vr- III. Beam Span 9.0 ft Reaction 1 LL 572 # Reaction 2 LL 4112 # Beam Wt per ft 15.31 # Reaction 1 TL 751 # Reaction 2 TL 6318 # Bm Wt Included 168 # Maximum V 3961 # Overhang Length 2.0 ft Max Moment 7231 '# Max V (Reduced) 3558 # Total Beam Length 11.0 ft TL Max DefI L / 240 TL Actual Defl L / < -1000 OH TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / < -1000 OH LL Actual Defl L / >1000 Section (in3) Shear (in2) TL DO (in) LL Defl OH TL Defl OH LL Defl 114.33 49.00 -0.01 0.00 0.04 0.02 30.44 18.40 0.45 0.30 0.20 0.13 OK OK OK OK OK OK 27% 38% 3% 1 % 19% 14% Fb(psi) Fv(psi) E(psi x mil Fc!(psi) Reference Values 2900 290 2.0 750 Ad'usted Values 2851 290 2.0 750 CF Size Factor 0.983 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Cl Stability @ OH 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 240 Uniform TL: 330 = A Uniform Ld on Backs an Point LL Point TL Distance Par Unif LL Par Unif TL Start End 2044 F = 3270 (OH) 2.0 240 K = 330 (OH) 0 2.0 I Uniform Load A I K I Pt loads: R1 = 751 R2 = 6318 BACKSPAN = 9 FT OH = 2 FT Uniform and partial uniform loads are Ibs per lineal ft. Overhanging load distances are from R2. BeamChek v2010 licensed to: Daniel G. Weller, Inc. Reg # 201-540 Olson Residence Floor Framing 16 Date:12/13/14 Selection 7x 18 2.0E TJ Parallam W.S. PSL Lu = 0.0 Ft Conditions NDS 2005 Data Ariue Actual Critical Status Ratio Values Adiustments Loads Ivlll1 kVal la n1 Qa n1= 1J. 111-nG= IJ./ m- , 1.1 VL vc11= V.GJ 111 Beam Span 19.0 ft Reaction 1 LL 6603 # Reaction 2 LL 6603 # Beam Wt per ft 39.38 # Reaction 1 TL 10254 # Reaction 2 TL 10254 # Bm Wt Included 748 # Maximum V 10254 # Max Moment 48707'# Max V (Reduced) 8635 # TL Max DefI L / 240 TL Actual Defl L / 417 LL Max DefI L / 360 LL Actual DefI L / 762 Section (in3) Shear (in2) TL Defl (in) LL Defl 378.00 126.00 0.55 0.30 210.83 44.66 0.95 0.63 OK OK OK OK 56% 35% 58% 47% Fb(psi) Fv(psi) E(psi x mil Fc(psi) Reference Values 2900 290 2.0 750 Ad'usted Values 2772 290 2.0 750 CF Size Factor 0.956 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 695 Uniform TL: 1040 = A Uniform Load A R1 = 10254 R2 = 10254 SPAN = 19 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2010 licensed to: Daniel G. Weller, Inc. Reg # 201-540 Olson Residence Floor Framing 17 Date:12/13/14 Selection 3-1/2x 14 2.0E TJ Parallam W.S. PSL Lu = 0.0 Ft Conditions NDS 2005 Data Attributes Actual Critical Status Ratio Values Adjustments Horn bearing Area rn= ts.j in, h;e= ts.;j in, t1.0l uu uen= u.11 in Beam Span 11.0 ft Reaction 1 LL 4186 # Reaction 2 LL 4186 # Beam Wt per ft 15.31 # Reaction 1 TL 6189 # Reaction 2 TL 6189 # Bm Wt Included 168 # Maximum V 6189 # Max Moment 17020'# Max V (Reduced) 4876 # TL Max Defl L / 240 TL Actual Defl L / 491 LL Max Defl L / 360 LL Actual Defl L / 844 Section in3 Shear in2 TL Defl in LL Defl 114.33 49.00 0.27 0.16 71.65 25.22 0.55 0.37 OK OK OK OK 63% 51 % 49% 43% Fb(psi) Fv(psi) E(psi x mil Fc1(psi) Reference Values 2900 290 2.0 750 Ad'usted Values 2851 290 2.0 750 CF Size Factor 0.983 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 761 Uniform TL: 1110 = A Uniform Load A R1 = 6189 R2 = 6189 SPAN = 11 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2010 licensed to: Daniel G. Weller, Inc. Reg # 201-540 Olson Residence Floor Framing 018 Date: 12/13/14 Selection 7x 14 2.0E TJ Parallam W.S. PSL Lu = 0.0 Ft Lu @OH = 0.0 Ft Conditions NDS 2005, Overhang, Uplift @ R1 Attributes Actual Critical Status Ratio Values Adiustments Min t3earing Area Fit= -b.Z InzHZ= 24.3 Inz (l.b) uL uerl= u.ul In. Beam Span 4.5 ft Reaction 1 LL -2398 # Reaction 2 LL 11031 # Beam Wt per ft 30.63 # Reaction 1 TL -3873 # Reaction 2 TL 18219 # Bm Wt Included 176 # Maximum V 14208 # Overhang Length 1.25 ft Max Moment 17736'# Max V (Reduced) 14173 # Total Beam Length 5.75 ft TL Max Defl L / 240 TL Actual Defl L / < -1000 OH TL Actual DefI L / >1000 LL Max Defl L / 360 LL Actual Defl L / < -1000 OH LL Actual Defl L / >1000 Section (W) Shear (W) TL Defl (in) LL Defl OH TL Defl OH LL Defl 228.67 98.00 -0.01 -0.01 0.03 0.01 74.66 73.31 0.23 0.15 0.13 0.08 OK OK OK OK OK OK 33% 75% 7% 5% 22% 17% Fb(psi) Fv(psi) E(psi x mil Fc!(psi) Reference Values 2900 290 2.0 750 Ad'usted Values 2851 290 2.0 750 CF Size Factor 0.983 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Cl Stability @ OH 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Point LL Point TL Distance 8633 F = 14170 (OH) 1.25 Pt loads: R1 = 3873/ R2 = 18219 BACKSPAN = 4.5 FT OH = 1.25 FT Uniform -and partial uniform loads are Ibs per lineal ft. Overhanging load distances are from R2. BeamChek v2010 licensed to: Daniel G. Weller, Inc. Reg # 201-540 Olson Residence Floor Framing 19 � Date:12/13/14 Selection 3-1/2x 18 2.0E TJ Parallam W.S. PSL Lu = 0.0 Ft Conddions NDS 2005 Data A ribu es Actual Critical Status Ratio Values Adjustments Loads Min Bearing Area H1= 8.7 in' H2= 8.1 m� (1.b) UL Uetl= U.13 in Beam Span 15.0 ft Reaction 1 LL 4650 # Reaction 2 LL 4650 # Beam Wt per ft 19.69 # Reaction 1 TL 6545 # Reaction 2 TL 6545 # Bm Wt Included 295 # Maximum V 6545 # Max Moment 24544'# Max V (Reduced) 5236 # TL Max Defl L / 240 TL Actual Defl L / 539 LL Max Defl L / 360 LL Actual Defl L / 868 Section in3 Shear W TL Defl in LL Defl 189.00 63.00 0.33 0.21 106.24 27.08 0.75 0.50 OK OK OK OK 56% 43% 45% 41% Fb(psi) Fv(psi) E(psi x mil Fc(psi) Reference Values 2900 290 2.0 750 Ad'usted Values 2772 290 2.0 750 CF Size Factor 0.956 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 620 Uniform TL: 853 = A Uniform Load A R1 = 6545 R2 = 6545 SPAN = 15 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2010 licensed to: Daniel G. Weller, Inc. Reg # 201-540 Olson Residence Floor Framing 20 F'G Date:12/13/14 Selection 7x 18 2.0E TJ Parallam W.S. PSL Lu = 0.0 Ft Conditions NDS 2005 Data Attributes Actual Critical Status Ratio Values Adjustments ivun Bearing Area ni= iz.a in nz= i4.o in t1.0l UL Ueri= u.co ui Beam Span 17.0 ft Reaction 1 LL 5004 # Reaction 2 LL 5987 # Beam Wt per ft 39.38 # Reaction 1 TL 9369 # Reaction 2 TL 10880 # Bm Wt Included 669 # Maximum V 10880 # Max Moment 46812'# Max V (Reduced) 8983 # TL Max Defl L / 240 TL Actual Deft L / 452 LL Max DefI L / 360 LL Actual Defl L / >1000 Section (in3) Shear (in2) TL Defl (in) LL Defl 378.00 126.00 0.45 0.20 202.63 46.47 0.85 0.57 OK OK OK OK 54% 37% 53% 36% Fb(psi) Fv(psi) E(psi x mil Fc(psi) Reference Values 2900 290 2.0 750 Ad'usted Values 2772 290 2.0 750 CIF Size Factor 0.956 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 40 Uniform TL: 55 = A Point LL Point TL Distance Par Unif LL Par Unif TL Start End 1213 B = 1940 6.5 340 H = 680 0 6.5 656 1 = 1170 6.5 17.0 I H Uniform Load A Pt loads: R1 = 9369 R2 = 10880 SPAN = 17 FT Uniform and partial uniform loads are Ibs per lineal ft. t BeamChek v2010 licensed to: Daniel G. Weller, Inc. Reg # 201-540 Olson Residence Floor Framing 21 v*— Date:12/13/14 Selection W 14x 43 36 ksi Wide Flange Steel Lateral Support: Lc = 8.4 ft max. Conddions Actual Size is 8 x 13-5/8 in. Data A ttributes Actual Critical Status Ratio Values Adiustments Loads Ain tseanng uengtn rti= i.s in. H;e= 1.j in. (i.U) ul ueri= U.Z4 in ttecom tramper= U.Jb in Beam Span 22.0 ft Reaction 1 LL 5720 # Reaction 2 LL 5720 # Beam Wt per ft 43.0 # Reaction 1 TL 11913 # Reaction 2 TL 11913 # Bm Wt Included 946 # Maximum V 11913 # Max Moment 65522 W Max V (Reduced) N/A TL Max DefI L / 240 TL Actual Defl L / 575 LL Max DefI L / 360 LL Actual Defl L / >1000 Section (in3) Shear (W) TL Defl (in) LL Defl 62.70 4.17 0.46 0.22 33.09 0.83 1.10 0.73 OK OK OK OK 53% 20% 42% 30% Fb(psi) Fv(psi) E(psi x mil Ref. Value Fy 36000 36000 29.0 Adiusted Values 23760 14400 29.0 YP Factor, Lc 0.66 0.40 Uniform LL: 520 Uniform TL: 1040 = A Uniform Load A R1=11913 R2=11913 SPAN = 22 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2010 licensed to: Daniel G. Weller, Inc. Reg # 201-540 Olson Residence Floor Framing 22 Date:12/13/14 Selection 3-1/2x 16 2.0E TJ Parallam W.S. PSL Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 5.0 in2 R2= 5.0 in2 (1.5) DL Defl= 0.23 in Data Attributes Actual Critical Status Ratio Values Adjustments Loads Beam Span 16.25 ft Reaction 1 LL 1788 # Reaction 2 LL 1788 # Beam Wt per ft 17.5 # Reaction 1 TL 3717 # Reaction 2 TL 3717 # Bm Wt Included 284 # Maximum V 3717 # Max Moment 15101 W Max V (Reduced) 3107 # TL Max DefI L / 240 TL Actual Defl L / 516 LL Max DefI L / 360 LL Actual Defl L / >1000 Section (in3) Shear (in2) TL Defl (in) LL Defl 149.33 56.00 0.38 0.14 64.52 16.07 0.81 0.54 OK OK OK OK 43% 29% 46% 27% Fb(psi) Fv(psi) E(psi x mil Fc!(psi) Reference Values 2900 290 2.0 750 Adiusted Values 2809 290 2.0 750 CF Size Factor 0.969 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 220 Uniform TL: 440 = A Uniform Load A R1 =3717 R2=3717 SPAN = 16.25 FT Uniform and partial uniform loads are Ibs per lineal ft. 1.1; b*-- ®F 0 R T E ® r49-metfaff3cw `eV RC0-RL&7BRW' 1 pec e(s) 31/7' x 19' ZOE PardlanrfJPSL Overall Length: 31' 4 1/2" 0 9 0 All lolaticrs are nmm red fromthe outside fay of left support (or left Cart ile+e- enri). All drrat3ons ae horizontal. Rmillts AldAll(firlMOM planed iiesL t tIOF Lm*Q»tlnatlan(PaVmm) Ntrrbe' Faeaction Qts) 6519 013 8114' 77% (5.50) Fred (840/1 — 1.0 D+ LO L (All 8pais) ShEw Qbs) 2672 @ 17 5' 12180 Fred (220/4 100 LO D+ LO L (All Spans) Mxrat (FtAbs) -10009 @ 15 8114, 43665 Passed (23P/4 LOO 1.0 D+ LO L (All teens) the Load Defl. (in) 0.050 07 7 3/16' 0.394 Passed 041999+) — 1.0 D+ 1-0 L (Alt Spars) ToW Load Dal. (in) Q087 07 215/16' 1 0.758 I Passed 041999+) — LO D + LO L (Alt Spans) • odiedim ai0aia: LL (L/480) and TL (L/240} • EIadrg (Lu): All mrrpeslcn edges (tap and bod" ntst be traced at 31' Y' o/c uiessdetaled odiewae Roper attacirret and pomoing cf lab3d brads g is mgJred to adie a rrarbe statility. Deain9Legth 1nadsW9wlX wts(lbs) Am®aies Tilal /valatle rlle*Jred Dead now Uwe TCbd 1-93-d"all -If S50' 4.25' L51' 1092 11w 137 2220/-137 11/4'14mB:ad S50' 5.50' 4.60' 3448 3071 6519 Nate 3 - 3td veil - FF SSW 4.25' L54' 1092 1128/ 137 222[y-137 1 1/4' PIm B ad • Rm Ebad is asarred to veyall loads cyiied dredty acn a it 13 I g ft., u, be belng designed Thbutay Dead lJ�S loatan VYdh (11" 7165(10:: Qamarts 1- Liifcnn (PSF) 0to3V4/2' 1' 1600 RE6dotal -LMrg V%yertaaea vararts tlg the 42irg of Its prodlds mill be in amidenoe Wth VA%ehaa sa product design criteria and prtllelned design wiLes, VEyetBaeae4 Ydsd�lrrsanyotternnerraiiesrdatai>othesUtwaela'trtoa.netVA-y�Itja-krefor1rilAladcnIs, (vwwuwood y%W.oxr>) Amesaodes (Mm eoacl Boddrg Panels and Scp Rods) are riot dedg-ed by ttis sdUnere Lbe of Itis softmere is rot IrlSaded to droanoe t the reed for a design prddor>31 as dEltennired b/ the atllorlty haing jLrisidlorl The dedgar of rand bildercr tiara is re parade to acre tliet the cdaJatlon Is oarpEtilie Wth the o e-dl pm#e L Rodrls m3xiachred at \Ab e4sasa facilities are turd-paty o3tfied to stalainaHe fly Input de9gi loads, drre nsions and sxport irfcmmbcn have bear prodded by Forte SIMem QoeaUx FateSdIV"8 Jab Wes Daniel Weller Daniel G \Adler, Inc. (206) 851-1182 d3ieigAdier@ommast.net fin: Roor Ntrrba Type: Rush Elwin Bildnguse: Regdatlal Bildng mde :IBC CYsIgr Ngtndiagy : AE D E0 SUSTAINABLE FORESTRY INITIATIVE 10162014710:50 RV Fatev4.6, Di sign B-OneE V5.1.1.5 PlFge1of1 BeamChek v2010 licensed to: Daniel G. Weller, Inc. Reg # 201-540 Olson Residence Floor Framing 24 0� Date:12/13/14 Selection 6x 12 HF #1 Lu = 0.0 Ft Conditions NDS 2005 Data Attributes Actual Critical Status Ratio Values Adiustments Loads Min bearing Area H1= u.j in, HZ= u.j in, (l.b) uL uerl= u.uo In Beam Span 8.0 ft Reaction 1 LL 2400 # Reaction 2 LL 2400 # Beam Wt per ft 15.37 # Reaction 1 TL 3761 # Reaction 2 TL 3761 # Bm Wt Included 123 # Maximum V 3761 # Max Moment 7523'# Max V (Reduced) 2860 # TL Max Defl L / 240 TL Actual DefI L / 851 LL Max Defl L / 360 LL Actual Defl L / >1000 Section W Shear in2 TL Defl in LL Defl 121.23 63.25 0.11 0.06 85.98 30.65 0.40 0.27 OK OK OK OK 71% 48% 28% 23% Fb(psi) Fv(psi) E(psi x mil Fc(psi) Reference Values 1050 140 1.3 405 Ad'usted Values 1050 140 1.3 405 CF Size Factor 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 600 Uniform TL: 925 = A Uniform Load A R1 = 3761 R2 = 3761 SPAN = 8 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2010 licensed to: Daniel G. Weller, Inc. Reg # 201-540 Olson Residence Floor Framing 25 qW- Date:12/13/14 Selection 3-1/2x 18 2.0E TJ Parallam W.S. PSL Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 2.2 in2 R2= 2.2 in2 (1.5) DL Defl= 0.06 in Data Attributes Actual Critical Status Ratio Values Adiustments Loads Beam Span 15.0 ft Reaction 1 LL 750 # Reaction 2 LL 750 # Beam Wt per ft 19.69 # Reaction 1 TL 1648 # Reaction 2 TL 1648 # Bm Wt Included 295 # Maximum V 1648 # Max Moment 6179 W Max V (Reduced) 1318 # TL Max DefI L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Section in3 Shear in2 TL Defl in LL Defl 189.00 63.00 0.09 0.03 26.75 6.82 0.75 0.50 OK OK OK OK 14% 11 % 12% 7% Fb(psi) Fv(psi) E(psi x mil Fc(psi) Reference Values 2900 290 2.0 750 Ad'usted Values 2772 290 2.0 750 CF Size Factor 0.956 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL:100 Uniform TL: 200 = A Uniform Load A R1 = 1648 R2 = 1648 SPAN =I5FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2010 licensed to: Daniel G. Weller, Inc. Reg # 201-540 Olson Residence Floor Framing 26 6L- Date:12/13/14 Selection 6x 12 HF #1 Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 6.7 in2 R2= 6.7 in2 (1.5) DL Defl= 0.04 in Data Attributes Actual Critical Status Ratio Values Adiustments Loads Beam Span 8.0 ft Reaction 1 LL 1760 # Reaction 2 LL 1760 # Beam Wt per ft 15.37 # Reaction 1 TL 2733 # Reaction 2 TL 2733 # Bm Wt Included 123 # Maximum V 2733 # Max Moment 5467'# Max V (Reduced) 2079 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max DefI L / 360 LL Actual Defl L / >1000 Section W Shear in2 TL Defl in LL Defl 121.23 63.25 0.08 0.04 62.48 22.27 0.40 0.27 OK OK OK OK 52% 35% 20% 17% Fb(psi) Fv(psi) E(psi x mil Fc(psi) Reference Values 1050 140 1.3 405 Ad'usted Values 1050 140 1.3 405 CF Size Factor 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 440 Uniform TL: 668 = A Uniform Load A R1 = 2733 R2 = 2733 SPAN = 8 FT Uniform and partial uniform loads are Ibs per lineal ft. 21 ®F 0 R T E ® P4BVEM F433CW Led, Pbor'Um 1 pieaKs) 91/7' T.A®210 @ 17' OC Overall Length: 15' 7" 15' yl 0 0 All lomtions are rreasu ftomtfTe a.i9ole fam of left sulDpo t (or left catileAr e4. A] drrensiOrs are holtzoItal. Desigi Re%ft ArholORr--Hcn AROAed Resift LOF IloartQonillrr�ian(Rt16an) N 3yber RfflWcn pbs) 603 Ccb 31/2' 1005 (17" Pffiged (60°/ql LOD L0 D + L0 L (PII 9xm) slur (Its) 603 03 I/2' 1330 FH>a3d (45%) LOO LO D + LO L (All Spas) MynErIt (Ft-Abs) 2275 07 UP 3000 (760/1 LOO LO D + LO L (All Sam) Live Lead DA (in) OL233 @ 7 W' OL377 Iced (L/776) — 1.0 D + 1.0 L (All 50as) TcEiLoad OL466@710f' OL7�54 F0seed(L/M — LOD+LOL(WISpa-s) '�tt�Defl.(in) •DellemonaIts c LL (L/48D) " 71- (L/240). • Badng (W): AI mr, Ij crn edam (top and bode" mat be braoed at 3 8 5M' cyc uie B de0led clkoWse RvW al> h . at and PoAlonin9 cf lab3-d badng is recored to atiee rrarba stability. • Asbutrd arNysis Of ttne deck has riot been peforned • Alec ikn ady3s is based on o3rpodbe acUon Wth a Ingle layer of 23/3Z' Vv"taa ea SW"Pond (24' Span Fradrg) ttet is glued and veiled dwe n. • Pddtlavlo3ddaadcnsfatheT}RnY"Pabnginctuie: None SL"Mds Bearing Length Laad9to94V0rtsQbs) A0339saies Tifal AmoMide ReWred Dead M Lhm Ttul 1- Flan er on 9 VZ' FF beern awl Fingerl L75' 313 313 626 1 See rote' 2 - 9a.d vvall - FF 3.W' Z25' L75' 310 310 620 1 ]/4" Rm Bead • PomEtadisamrredtoGEnyall loadsapi lleddirectlyabaseit; byrig therrarbe beingdeggied • Pt' u W sppaLS theTctEiBmirg dnadcn is eq.d W the WM of the rrebaial that is 94W trg the Fuga • 1 See Gornat:r gid belowfcr addbord irfi motion a-0/or re4irerats 9ysban: Floor NtrrioerType: Jd3 Building Use: Re9dantlaf Building mde : IBC R29gn MdtndctoW : AM CbrnlBCtlar: 7ifa Gzwm :fmm PVot sea Length Top Nails FhaeNails mmixwNails Ao�vies 1- Face Mxrt Hanger R IQ-OW5 2.00' [*A 8-1W x 1-1/2 r*A Dead Raw Live Loon Skedr9 (LOD) Cbmmstts 1- LJiform (PSF) 0 b:) 15 7' iz, 4QO 40.0 Aressreas al - Lnirg P V&yetea� v"rrts that the dxirg of its prodr s viil be in amd3 Wth vvWveuserpiods design oiteria ad p dI4x d design %dues VV:yeln e zier e eSdy dslalrrs any other V en-X ies related to the XlbABM Refer tD arret VkArl-oaea' litaa.re fcr irstalladc n ddaiIs (mrvntwaod*W oxo Amm33ies (Pom B1a4 Boddrg Fonds ad Skl9od6) ae rot defged by the s mom the of the sofMae is rot 1. iald3d Tn drama# the need far a design pnYn ord as dEle i . red by the aUha9ty he"tng juisdcbm The deigns of reooi bUlder cr fiare Ls i eSPO tie tD a%tre ttiot this calaidlm is mrrpatlble Wth the o"e-all pojed Roder rnar fadiied at w.Nehassa facilities are ttirr -MW catMed tD satainade f e" The prodrY appliaban irpnt dEEign lost drrendors and spport mien be n here bean proAded by Forte SofbAere Cpe-dor FarteSdhmre4>a» JobN tes Darid Walla Dond G Waller, Inc. (206) 851-1182 clarielgAelleCab mast.net R3J SUSTAINABLE FORESTRY INITIATIVE 12116/20147:3424 PIU Fartev4k6 Design Bigire \ral.1.5 Pee 1 d 1 Aa La ®F 0 R T E ® iqff*mm1ifl3a `.eld,Roar-.k` 1 piea Ks) 91/2' T31®210 01B' aC Overall Length: 11' 7" 0 9 A l locations are n easu fromttte a isidLfam of Idt a4 put (er Idt caMle6lEr eid). All drra►sions a a hcd2cm d. DmiJ1 paaft Adud OLo®liar Allantied Resit L13F Load t mftnabcn(Wtban) NbTbo' Paxton abs) S91 03 VZ' 1005 (1-75) lamed (99°/gl LOO LO D + LO L (AII Spans) Shur (Its) 991 03 V/Z' L330 Passed (440/) LOO LO D + L0 L (A l Spas) N13Yet (FtAbs) 163E 05 10' 3000 Rid (ST/) 1-00 LO D+ L0 L(PU Spans) Ln a Load D il. (in) 0.096 05 10'' 0.Z77 Passed (L{999+) — 1.0 D + 1.0 L (All Spars) Trial Load Deli. (in) 0.192 05 10" 0.554 Pad (U691) — 1.0 D+ 1.0 L (All Spats) TJ-FV-Pelting 51 1 35 Flossed I— — • rX3ledicnaite a LL(t/4MardT-(L%240). • Badrg (Lu): A] mrTtresrion edges (top aid bcdan) m st be t] aoed at 4 4 9/16' elc mess detailed ad-aWse AuW at adirret and positicring of lateral blaring is rec}ired to ache�e nsrbe Stability. • A Stnp[hrd analysis of the dads Fes not been pafbi • DEReiim aelygs is baerii en mrrposl adicnwth a sirrje Jaye cf 23/3 V% tatmeusa Edge ^ Pond (24" Span Rating) tl et is gluad and rtailed dose • Addtiord mead c sforthell-Rd" Patirgirdufa: Nine Swaft BeedgLegth Laedat4oSLVpuls(Ibcs) Ades Tdal Aeilable Recored Dead Ram TLFai 1- Finger on 91/P' FF been a50' I. ngal L75' 311 311 622 See rote 1 2-9xcwell -Ff 3,59' Z25' L75' 307 307 614 11/4'RimBoad • RmBredisasaxnaci nmryatl Ieads.Wieddradlyabc melt, bypadrgtherru b be1rgde§giad • At Fagan s.ppertg theTotd Ba3irg drreLsion is eciLd bo the We th cf the rrebaid that is s Ax tirg the huge • 1 See Connector grid beowfrr additional irtbTrebon aid/or regdm . a is Sysbarn: floor NtrrbeaTyW : Joist B.ildngUse: Residantlal Bildrg Cade :IBC Design NlatFnddogy : ASD Cbnrm n: S TieCbnr scbN5 SL"-t I I SeatLaUh MVNdls FaMM IS MMtxr'MI AatrMaRs 1- Faoe Mxrt F13ga I 11h20ws 1 2.00' WA 8-10d x 1-W NA Dead Fk)cr Uve Laaets LacaVon Spadrg (a90) (1AM amrments 1 - Lrifom (PEF) oto lr 7' 16, 40L0 I 4a0 Restdaud - Living Areas Vlkyetmffi Herais tliat the si2ing of Its prodpds Hill be in eomcb Wth Vvt�steasr prodrt design criteria and pLdIshed design %duos. V%leyeiieaea e¢resAydsleirrs any olha Haratles related to the sdtHae Rde to arret Vv"team Ittaefi.re for in:tdlaficn details (wv"v ood *W a3 Tq Aooesscrtes (Rim Boact Sodarg Panels and 9�a Buds) are not designed by W s 9 ft em L be of this sdMae is not I, to dad lo dramet the need for a design pras dEb r rred b/ the agmdty Fe rig juisddlon. The ddgxrcf reo3,d bulder or fi are is respa ble to asaue anal the calolation Is oorTpatibte Hith the o edl project RodrJs nexfadi red at V11'yeha3rla facilities are third1elty certified to saiairelie ftestrY stds The prod ct ciidicri irpt design loads drre scrs and s ppat irfarrdion Foe been RoAded bV Fate SdMae Cpeat r Fate SAV"e Operator Job Nptes Cane Waller Dariel G Wdla, Inc. (2W 851-1182 dariNgtidle a mrrast.net S SUSTAINABLE FORESTRY INRIATIVE 10162014 7:38:04 PM Fate\,4.6, Design Erlgrla \6.1.1.5 Page 1 cf 1 *19 ®F 0 R T E ® "1113VEM"321(w Led, RCC 10eae(s)1a' TJwm0 0 w- aC Overall Length: 22' It I 21' 3" o a Al locations are ma red fromtfte ouf9de face of left s 44xxt (or left aMle+g ells!). All do a ors are haiaxtal. DedWReaft Acb C 1—mon planed Resift ILIDF Load GlwyNnibon(PaUnrn) VbTber Readjon abs) 1138 051/Z' 1265 (L75) Passed (90%) 1.00 LO D + LO L (All teens) Siar (Ibs) 113E 051/2' 2390 PBs>sed (480/4 1.00 LO D + LO L (Al -elm) M--t (Ft4bs) 6068 @ li' 11 T 11275 Fussed (540%) LOO LO D + LO L (Al 9pem) Live Load Defl. Qn) 0.278 @ 11' 1 la' 0.533 (L/921) — LO D + LO L (Al 9pEr s) Total Load DER. (in) 0.556 @ 11' 11/2' 1 L067 FasBed (L./461) I — LO D+ LO L(A l yens) 114WRating 1 46 40 1 Passed I — — De ieclon aits ia LL (L/48D) and 7L (L/290). Badrg (Lu): all oon peon edges (top aid boMcrrt) rrLst be booed at 6 10 3/16' 0/c uie$ dEtJled cdeWm Rips altadrna t ad poa toning of laird tracing is rec}lred to adie a m3rba stablity. • A sire luzi ahyss of the deck has riot been pefarred • CefIaYlon analyrss is based on mrrposte acion Wth a srrJe lays of 23%32" V%4eheasa Edge" Pond (24" Spah Ratrg) that is clued and railed dowi • Addtonal mrigdaatlasfcrtheT.FRO""F�adrgirduia Ncre S111,1R3ads Bearing Lei L—dstaSi"orts(Ibs) Aoaies � TdA AuaiWe RagAred (Dead Floor a 7tim 1- HaW on 14' FF bean S591 Fhngr1 L75' 593 593 1186 See rich _ 2-Sbdvdl-FF a5c" 225' L75' 580 580 116D 11/4"lamBad • Film Board is asqlred to Garry all Iceds applied dre by abD.e It: Ipasing the.. u , ba bring designed • at tags s 4xrt; the Total aeerirg drredon is eciLd to the width of the n etsid flit is s pleating tte tangs • 1 See 17Xrednr gid bdowfcr adMOMI irfom bton aneyor rec}irargls 9/sh3n: floor MarbarType: Joist Slicing Use: IZe.4daiial BAldrgCode: MIC DeJgn VleInddogy : ASD C+ "wdbcmr Snipsim C bmiedals SL"-t Mxfe! SeetLra�gtlr 7tr�I�aiLs Paaaflails Mmt.,Miss Amemories 1- Face Nbul H ga AS3.W14 I 20p' I rfA I 12-10d mrmvn I NA Dead RowLire LOel15 Loatian Spacing MITI (L0OD Gbrr+reils 1 - Lhfarm (PSF) 0 to 2Z 16' 4a0 I 40L0 Radda tial - Wng Areas V%tWttaae3 vests that the song of its pr duds W II be in aom da viUn V%tye lhaaes proclxY dedgi otfeia and ptldished deign %Htrs VyWiaaisEr epresdy dslairrs any Otis waraiies iodated to the sxbnae. Ras to curet V% yerbastea IIOa-due for inslaim n CUB[& (vA%wvvx 3yW ocrr> Eboasaories (Rm Bad, Boddrg Panels ad Sgiadn 8od6) are not deigned bytlis sera Lbe of tis sdMae is not h t aided to dramsY the need for a design pas den a.. reed by the alhh Nty ta"ing jutslidion. nine dee§g. of remrct bulda er flan.Is repalatie to aamm that tis dailaton is oonpatltie Wth the o"e-dl project RodcLs rratfaclaxed at V1lii-p ea facilities are thrdpaty eatified to sbiairr#te fu Esby stadati The prodrt applioabori, irpct design IcecK drtehsiors and 94port irfmrr3lon tae bean prodded by Fete Slhl e e Cpealnr Fate 9cIfhAwe gaaty ,lab noes Daniel Waller Daniel G Viler, Inc. (206) 851-11a2 daieig ndleCa-bcrr casLnet S SUSTAINABLE FORESTRY INITIATIVE 12/162014 74202 PN Fcftev4.6" DBdg-i Gall! c Wal.1.5 pt�Qe1cf1 $0 ®F0 R T E® f-13VIM REPCW `eid,'b'"Jcist 1 Oea Ks) IN' r.ACD210 Ccb 16' oc Overall Length: 17' 16' 3" rl 11 0 Al locations are nmaased frorrittfe mbide face of let support (or left GatileAr end). Aid., is crs are horiaortal. Deagn eft Ache1OLocad n Allowed FiesLR LDF Loam Qytibirebarr(PaMe n) Ntrrba' Rmcbon pis) 871051/2' 1005 (L75) Passed (870/) 1.00 1.0 D+ LO L (Al Spans) Shea (Its) 871 @ 51/2' 1945 Pbssed (4r Off ) LOO LO D + LO L (Al Spas) M ifft (Raps) 3557 @S 71/7' 4490 P89qed (790/) LOO LO D+ LO L (Al Spew) Live Load Dkfl. (in) 0.179 CcD8 7 VT 0.408 Pied (L/999+) — 1.0 D + LO L (Al tears) ToW Load Dal. (n) 0.358 08 71/Z' 0.817 Pamed (L/547) — 1.0 D + LO L (Al Spas) TJ-Ro""FWJ g 48 40 PUSSEd — — • DelledlmaTfafa: LL(V480)end TL(L%240). Boding (Lu): all os. V m ed]s (hp aid bothnr>) mat be braoad at 3 81r2' cyc u rleE det iled otheWm rape- atlad.. u aid pdtiaing cf Iabaal bracing is re4ireci to adieee n wbe stability. • A moral ad)ds of the dais has nct been pefomHl • Cfletcn ads is b 35ad m oarrpod adim Wth a sircje lays cf 23/32" VVheinaeaer Bdge " Pad (24' 8pen Rating) tiiet is cjued and mailed down. • Pddticrd odsdaatlmsf rtheTJ-Fld"Fzatirg Irtduiz titre 0-iringLe,gth taadsto5lwats(Ibs) Amssaries Tidal AreiWtle f0agriral Dead Live 713tst 1-1-� m 14' if beam &W, Fbrga1 L75' 460 460 SIM See now 1 2 - Stud vell - FF 3.W' 2.2S' L75' 447 447 894 1 114' I4m Bad • Pom Bad is assured to Gary all lock died directly above it; by�rg then m be bang deelgred At I aria sppaft ftTdd BtalrncJ dims m is equ l bo the WdYn of tine meb3ial diet is s XcMng tine haige • 1 See CaveMor grid bulowfbraclitlanal irtbmEbm a -0/or re4 irare Ls Sys6an: Roar MErrberType : Joist Building L be : Reside- ial Building Cade :IBC Deeign Nlldhoddogy : ASID Ckwir amat: Si Te CbrovBd ots 9LVP-t 1 111. 1 S1aatLenWh TMMafls Fa®Maiis MmtxrWds Aorrmaies 1- Face Mx t Ft3ga I 1tEZW14 1 2 00' r*A 12 10d x 1-1/2 WA La2ed floor Lice LoFI[!s Logan 5)adng (019m (J.M Cbnrreim 1 - wform (PS9 0 to 17 16, 40.0 40.0 Ptesidetal - Living areas VnkyehaaEff vvarats that the siAng of its prodxls W II be in amorcbr-ce Wth V1tyetaase pods* deign attata anti pW]Imd design %duos V1kyeiaaeaapeslydisclaims anycdnerverratlesrel hedtothesaftwaeRZda,toaxretVtkyetvaeahealuefarinst-didlmdeals (vwwncvvood*W.amn) Aoaesmnes (Film Sm4 9oddrg Pads and Squ Dods) are nat designed by ttis saflwea Lbe cf tits soft -o a Is riot 1. h3 to dram et the need for a deeigi ptYn?$Imei as cide. , fnod by tine atlhoHty having juisddim The delgnerof reoord, budder• a fia m is respa bleto agLm that tiffs calmlailm is am tie Wth the overall pcged. Rodcts rnr faired at Vnpyeteaea facilities are thrd-patyoadtied tc) seta rune forestry SYand3tiS The prali t apFlicadory irput design Icaia daemons and spport irfarrgim have been provided by Fate Software O per alm FarteSdhAV118CpW.atrs Job?kWs Cariel Wdler Lurid G V%Ukr, Inc (27fi) 851-1182 d@nielgndI0A@b rcat.net S SUSTAINABLE FORESTRY INITIATIVE 1211620147:45:26 PN, Fartev4.6" Design B-dre Wal.1.5 P�?@q 1 Cif 1 3t U F O R T E® Foliff-MmIlI1132clu `ems, Pocf. tis` 1 plea Ks) u 7/s' T.A0360 @ 2V oc Overall Length: 20' 11" 20' 0 0 A locakicrs are rreasL.red frorrlthe outside face of IEIt s ppat (or left Gart ileye- art). NI do is ofs ae horiaxtal. DledWReaAs PldlumCaAlmmon Allowed Re9L t ur Il—mrriirelim(pamem) Me rber Risadion pbs) 837 04 VT 1881(aw) Rased (4411/1 1.25 LO D+ LO Lr (Al Spats) Sher (Its) 80005112, 21M Passed (390%) L25 LO D+ LO Lr (Al ors) Ma rert (Ftabs) 4067 @ jf7 5 la' 7725 (530/1 1.25 1.0 D + LO Lr (Al Spas) Ufve load Cf1. (in) OL490 01015 VT OL672 Passed (L/494) — 1.0 D+ 1.0 Lr (All ors) Tbtal Load Del. (in) I OL784 @ 1(151/2' 1 LOOS wed (L/309) I — 1.0 D + LO Lr (All Spans) • DEfledimaitaia LL(L/3fi0)"TL(L/24% Baring (L u): Al mrpcn edges (hop and bcItom) rrL r t be b'ao3d at 4 3/4' cyc uiess detailed cdoWse. Rripe• attadtrat and postia rig of lahaal bracing Is iegJred tD adiee rraTba stability. Stm41t nBlaLy1M l®d,tD9LVp0rt5Qbs) Aassnies 7btal Awn b"s Re*Jred Dead Rod Moe TC&d 1- 9bLd VY81I - w S59, S50" L75' 314 a13 837 Boding 2 - 9j-d well - FF 5.59' S50' L75' 314 S23 837 Baldrg • Boddng Rwds ae eared tD any m loads applied dredly abo a Loan and the fill loaf is died bD the nen ba being desigred DBCIS IlaCEMar spodi g Dead (a90) lawrice (rarvoww: La) 1 ♦✓ORtna118 1- U^itcrm TSF) 0 tD 20 11" 24' ISO 25.0 Roof V%tyat eass wara'ls #-a the sizing of Its prod icts WWI be in a®rdaioe with VVtyetasaa prock design oitaia and puiiilied design %dues V,bmtoaserepresislydisdainsany atllswaraties,dishedtothe smWae RdertoarrantV&W eeserIiLaaL efarinstaiMondetails (wAwvyood*w oorn) Pmemmes (rim Elowd Boddng Paids and Sufi BodS) are not designed by the s o ae Use cf tiis s bAere, is not Intaided to draxru3t the need for a deggi pas detenined bythe athority tatrg jutsiclbm The designs of reoo4 bxilderor fiare is resM ble tD assure tl-et the calaiation is mnpe<Itie Wth tP a ovaall ptjenL Pmdjcts mixtaclred at V1tyelmss facilities are thrd-paty oatfied to s Atalrelie foesty� irpnt deign loads, dirro-dors and s ppat irtbny bcn tae been per ided by Fbft Stbae Q� Faroe SnyMae c>paMkv Job Notes Daniel Weiler Daniel G WElle'. Inc. (ao6) 851-1182 d3rie1gAd laC.>>dnoasl.net 9/stern: Roof dVtrbsType: bst Building Lte: Red ild Buildrrg Code: IBC Dmign IV h ogy : ASID r"$rtl r Rtd1: 0/12 T SUSTAINABLE FORESTRY INITIATIVE 12/17/2014 636:30 PN Fatev4.6s Desigi E gire V61.1.5 Pagel d 1 Sim Ie,Heatin System Size: Washington State This heating system sizing calculator is based on the Prescriptive Requirements of the 2012 Washington State Energy Code (WSEC) and ACCA Manuals J and S. This calculator will calculate heating loads only. ACCA procedures for sizing cooling systems should be used to determine cooling loads. The glazing (window) and door portion of this calculator assumes the installed glazing and door products have an area weighted average U-factor of 0.30. The incorporated insulation requirements are the minimum prescriptive amounts specified by the 2012 WSEC. Please fill out all of the green drop -downs and boxes that are applicable to your project. As you make selections in the drop -downs for each section, some values will be calculated for you. If you do not see the selection you need in the drop -down options, please call the WSU Energy Extension Program at (360) 956-2042 for assistance. rro ecr mrormanon Contact Information OLSON RESIDENCE DANIELG. WELLER 9221 OLYMPIC AVENUE 177131STH AVENUE PIE, SUITE 102 EDMONDS. WA 98026 SHORELINE, WA 98155 Heating System Type: O All Other systems 0 Heat Pump To see detailed instructions for each section, place your cursor on the word "Instructions". Design Temperature instructions ----- ----.---- -----.-,---- — A Design Temperature Difference (AT) " Edmonds • AT = Indoor (70 degrees) - Outdoor Design Temp Area of Building Conditioned Floor Area Instructions Conditioned Floor Area (sq ft) 4,110 Average Ceiling Height Conditioned Volume Instructions Average Ceiling Height (ft) 10,0 41,100 Glazing and Doors U-Factor X Area = UA Instructions 0.30 975 292.44 Skylights U-Factor X� Area = UA Instructions 0.50 l— u l --- Insulation Attic U-Factor X Area = UA Instructions Select R-Value • .-° No selection 0 --- Single Rafter or Joist Vaulted Ceilings U-Factor X Area UA instructions is; R-38 Vented iitll • y: 0.027 2,518 67.93 Above Grade Walls (see Figure 1) U-Factor X Area UA Instructions _R-21Intermediate • 0.056 3,$28 214.37 Floors U-Factor X Area UA Instructions -.--'-------'-----`---'—"--._`____._..W_ ex R-3o • 0.029 853 24.74 Below Grade Walls (see Figure 1) U-Factor X Area UA instructions ':;---`--..--'-�.._ _ _..__-`-- _ _. R-21Interior _ -_ - __. • -. 0.042 870 36.54 Slab Below Grade (see Figure 1) F-Factor X Length UA instructions L11-5 Thermal Break at slab edge • ` 0.570 94 53.58 Slab on Grade (see Figure F-Factor X Length UA Instructions ', , ----•- ----- .__.---_--_--__.-_-_ -10 Perimeter tll�il • 0.540 97 52.11 Location of Ducts Instructions -----__.--.__.----------------_--.-- '" Duct Leakage Coefficient Unconditioned Space • 1,10 Figure 1. Above Grade Sum of UA 741.71 46 Envelope Heat Load 34,119 Btu/Hour Sum of UA X AT Air Leakage Heat Load 20,418 Btu / Hour Volume X 0.6 X AT X .018 Building Design Heat Load 54,537 Btu / Hour Air Leakage t Envelope Heat Loss Building and Duct Heat Load 59,991 Btu / Hour Ducts in unconditioned space Sum of Building Heat Loss X 1. 10 Ducts in conditioned space: Sum of Building Heat Loss X 1 Maximum Heat Equipment Output 83,987 Btu I Hour Building and Duct Heat Loss X 1.40 for Forced Air Furnace Building and Duct Heat Loss X 1.25 for Heat Pump (07101113) Glazing Schedule Project Information OLSON RESIDENCE 9221 OLYMPIC AVENUE EDMONDS, WA 98026 !Vertical Glazing (Windows and glazed doors) Plan Component ID Description Contact information DANIEL G. WELLER 17713 15TH AVENUE NE, SUITE 102 SHORELINE, WA 98155 R402.3.3 Exception (15 sq. ft. max.) Glazing Width Height Ref. U-factor Qt. Feet Inch Feet Inch POWDER 0.30 MASTER TOILET 0.30 MASTER BATH 0.30 MASTER SHOWER 0.30 MASTER SHOWER 0.30 MASTER TUB 10.30 MASTER 0.30 GREAT ROOM 0.30 DINING ROOM 0.30 GUEST ROOM 0.30 GUEST ROOM 0.30 HALL 0.30 LAUNDRY 0.30 STAIRS 0.30 BEDROOM 3 10.30 OFFICE 0.30 RECREATION ROOM 0.30 KITCHEN 0.30 PANTRY 0.30 GUEST BATH 10.30 GUEST ROOM 0.30 ENTRY 0.30 ENTRY 0.30 �MMEME MMO©E =MEMO =MEMO =MEMO =MEMO =MEMO MMEME =MEMO =MEMO MMEME =MEMO =MEMO MMEME MMEME MMEME MMEMN ©MEMO =MEMO =©■MO =MEMO MMEME =MEMO NEENENNE ENMEMO MMEME NEENNIME MENEME ENMEMO MMEME MMEME MMEME NEENEMO MENNIME MMEME MENNIME Glazing Area UA off-Wel OF �1 .$ MEN o# WU � e , I M� ffl �� Sum of Area and UA Area Weighted U = UA/Area �Effl �El �eI � lo, � lo, MEN oe MEW oe 974.81 292.43 0.30 Prescriptive Energy Code Compliance for All Climate Zones in Washington Project Information Contact Information OLSON RESIDENCE DANIEL G. WELLER 9221 OLYMPIC AVENUE 17713 15thi Avenue NE #102 EDMONDS, WA 96026 1 1 Shoreline, Washington 98155 This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition, based on the size of the structure, the appropriate number of additional credits are checked as chosen by the permit applicant. Authorized Representative All Climate Zones R-Value' U-Factora Fenestration U-Factorb n/a 0.30 Skylight U-Factor n/a 0.50 Glazed Fenestration SHGCb,e n/a n/a Ceiling 49i 0.026 Wood Frame Wall9.k,l 21 int 0.056 Mass Wall R-Value' 21/21h 0.056 Floor 309 0.029 Below Grade Wall°,k 10/15/21 int + TB 0.042 Slab R-Value & Depth 10, 2 ft n/a *Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. Date Each dwelling unit in one and two-family dwellings and townhouses, as defined in Section 101.2 of the International Residential Code shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: ❑l. Small Dwelling Unit: 0.5 points Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are less than 750 square feet of heated floor area. P12. Medium Dwelling Unit: 1.5 points All dwelling units that are not included in #1 or #3, including additions over 750 square feet. ❑3. Large Dwelling Unit: 2.5 points Dwelling units exceeding 5000 square feet of conditioned floor area. Table R406.2 Summary Option Description Credit(s) 1a JEfficient Building Envelope 1a 0.5 lb Efficient Building Envelope lb 1.0 1c Efficient Building Envelope 1c 2.0 2a Air Leakage Control and Efficient Ventilation 2a 0.5 2b Air Leakage Control and Efficient Ventilation 2b 1.0 2c Air Leakage Control and Efficient Ventilation 2c 1.5 3a High Efficiency HVAC 3a 0.5 3b High Efficiency HVAC 3b 1.0 3c High Efficiency HVAC 3c 2.0 3d High Efficiency HVAC 3d 1.0 4 High Efficiency HVAC Distribution System 1.0 5a Efficient Water Heating 0.5 5b Efficient Water Heating 1.5 6 Renewable Electric Energy 0.5 Total Credits *Please refer to Table R406.2 for complete option descriptions http://www.energy.wsu.edu/Documents/2012%2ORes%2OEnergy.pdf *1200 kwh 1.5 0.0 1.50 For,41: 1 foot .= 304.8 mm, ci .= continuous insulation, int .= intermediate framing. a R-values are minimums. U-factors and SHGC are maximums. When insulation is installed in a cavity which is less than the label or design thickness of the insulation, the compressed R-value of the insulation from Appendix Table A101.4 shall not be less than the R-value specified in the table. b The fenestration U-factor column excludes skylights. The SHGC column applies to all glazed fenestration. Exception: Skylights may be excluded from glazed fenestration SHGC requirements in Climate Zones 1 through 3 where the SHGC for such skylights does not exceed 0.30. 1110/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R- 13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement wall. d R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. f Basement wall insulation is not required in warm -humid locations as defined by Figure R301.1 and Table R301.1. g Reserved. h First value is cavity insulation, second is continuous insulation or insulated siding, so "13.+5" means R-13 cavity insulation plus R-5 continuous insulation or insulated siding. If structural sheathing covers 40 percent or less of the exterior, continuous insulation R-value shall be permitted to be reduced by no more than R-3 in the locations where structural sheathing is used to maintain a consistent total sheathing thickness. I The second R-value applies when more than half the insulation is on the interior of the mass wall. ' For single rafter- or joist -vaulted ceilings, the insulation may be reduced to R-38. k Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. Log and solid timber walls with a minimum average thickness of 3.5 inches are exempt from this insulation requirement. Nonfenestration U-factors shall be obtained from measurement, calculation or an approved source or as (specified in Section R402.1.3. t� " ' CO P TH APPLICABLE STORMWATER REPORT. c AP-1;�ATFR CODE ate:,/��"�' . FOR Lambrecht Short Plat ' (North Lot) A Single Family Residence � Y at. 9221 Olympic View Drive ' City of Edmonds Snohomish County, Washington . PLN 20120016 ' January 2015 Wx Yp� o . 35420 o �rsrea Prepared By: John, Yuen LM �Mll M. 0 CITY COPY Lovell-Sauerland & Associates 19217 36th Avenue W. Suite 106 Lynnwood, Washington 98036 LSA FILE No: '6316 JAN C9 2'"j STORMWATER REPORT FOR Lambrecht Short Plat (North Lot) A Single Family Residence at 9221 Olympic View Drive City of Edmonds Snohomish County, Washington PLN 20120016 January 2015 Prepared By: John Yuen Lovell-Sauerland & Associates 19217 36th Avenue W. Suite 106 Lynnwood, Washington 98036 W. wK YUF� FM o� 0 NALG 7 50� LSA FILE No: 6316 Section 1: Project Information Project Name: Lambrecht Short Plat Project Site Address: 9221 Olympic View Drive Edmonds, WA 98020 City File Number: PLN20120016 Project Engineer: Lovell-Sauerland & Associates, Inc. 19217 36th Avenue W., Bldg. B - Suite 106 Lynnwood, Washington 98036 Phone: (425) 775-1951 Project Applicant: Scott Schrieber 761 Daley Street Edmonds, WA 98020 Phone: 425-673-0163 Parcel Number: 27031300101200 Parcel Map: NE Quarter of Section 13, T. 27N, R. 3E, W.M. Zoning: RS-12 Project Total Area: 28,046 square feet (0.644 Acres) Number of Lots: Two (2) - single family residences Soils Data: Alderwood gravelly sandy loam, 15-25 percent slopes. Hydrologic Soil Group: B City Drainage Watershed: Direct Discharge Basin — Puget Sound Piped Site Classification: Category 2 Small Site Lovell-Sauerland and Associates Lambrecht Short Plat Drainage Report North Lot LSA No. 5316 `SR January, 2015 g� ,�Q9T Ua i v)'11Pp Ns / pg' Y a r 140th SI SW Ltke Puget 6n / Sound 1e9m st SW 9 + Meadw dale BonO Pork ' E r a v a S I' QS�I d'2 n c T Manha U Weaawdate 164M $t SW 1641h St S, Project Site / PIea �� left St SW V 176:t sl sw I Sa A� stxnwe County Perk , y� �oRd $ tS41h St SWph Q We N Y D � p. 188th st SW Ste Puget Or 19MN st sw 61 SW Lynnwood ^ 166M g24 156th st sw sn BracketYa taaaora� NOM � $. � 3 'Aldenvood �� •.':l lerwrg 2 .. /l0 3` S i p The Bowl of $ 3 r Edmonds ' zum st sw r' 9 Pm La d u Edmonds Man SI a u 208m St SW % VJoY 1'— D � Gott Course �P �e a s R Ge Way 212m 51 SW 2121h St SW°g, Bnerwood 'TarWay Park gwdbea S� A 1 Pine Park -ice P m . 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SPS SHARON 1 1 x : >e.. �.... :° f 5E-13-27-3 Lovell-Sauerland and Associates Drainage Report LSA No. 5316 SITE PARCEL MAP LMFI Lambrecht Short Plat North Lot January, 2015 USDA United States ' Department of Agriculture o 1 NRCS Natural Resources ' Conservation Service A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Snohomish County Area, Washington 9221 Olympic View Drive, Edmonds, WA March 18, 2013 Preface Soil surveys contain information that affects land use planning in survey areas. They ' highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, ' community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. ' Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://soils.usda.gov/sgio and certain conservation and engineering applications. For more detailed information, contact ' your local USDA Service Center (http://offices.sc.egov.usda.govAocator/app? agency=nres) or your NRCS State Soil Scientist (http://soils.usda.gov/contact/ state_officeso. ' Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic ' tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department ' of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Soil Data Mart Web site or the NRCS Web Soil Survey. The Soil Data Mart is the data storage site for the official soil survey information. ' The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual ' orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require alternative means 2 for communication of program information (Braille, large print, audiotape, etc.) should ' contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface....................................................................................................................2 SoilMap..................................................................................................................5 SoilMap................................................................................................................6 Legend..................................................................................................................7 MapUnit Legend..................................................................................................8 MapUnit Descriptions..........................................................................................8 Snohomish County Area, Washington............................................................10 3—Alderwood gravelly sandy loam, 15 to 25 percent slopes......................10 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. r 47' 50' 16" 47'49'56" Custom Soil Resource Report Soil Map N N 50 Map Scale. 1:3.000 if printed on A size (8.5" x 11") sheet N Meters A 0 25 50 100 150 N Feet 0 100 200 400 600 47' 50' 16' 47' 49' 55" 0 Z W c.) W J a i L O cm N L I i > rn m c N 1 N 3 $ I 'S 19 y co y O c I I N U) cn 7 C L p N c o, E _ N O U N V W C N L O N N r .- N O a� N c�EN d 1 ' O Z Z y Q C N a i O O (Un m o m CLa U)y O Q i y- 0 3 Eo yr, o La E TNo onry t 2 Z Ec N0Ea m jyv o y o CDa� d m o y gY E o m c] 3 (D to C N 1 Z y a) — N � o N O m 1 N > . (D cma) (a io m m E �•�N� c T O 1 C ,E m U) gU N U ? Q > m (0 0 0 a s L c i2= o c y o. m y N U cn V a N > y N -°' p N a a m E m E E to 3 U �— :E U) C/) o u .E o � m m c m 16 a ° n to U t (n > d n 2 N v d O N N O O n (n > pp y O U-T O O O W N_ ° al N .ti y 7 O C Lr j .5 C to a) N N U O > O C C7 (n U J ca y O LL A N ` O O aV N LL \( a 0co IL 3 0 g `s W �' y O_ N N m L o m nCL O Ud _ d dc E >CC a wc N 0aa a a _ O n O LL °i° aw1y 0.0 t u > ITO O W N G _C N_ U (n p m m U U U� C7 J J n. w U) (!I (n in (n (n N Vl d a c m Q ❑ N ❑ a J ® X • X ® OO OO > + N N Custom Soil Resource Report Map Unit Legend Snohomish County Area, Washington (WA661) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 3 Alderwood gravelly sandy loam, 15 to 25 percent slopes 0.8 100.0% Totals for Area of Interest 0.8 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the ' map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different ' management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially ' where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness ' or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments ' on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. 8 Custom Soil Resource Report An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha -Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha - Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. 9 ' Custom Soil Resource Report Snohomish County Area, Washington 3—Alderwood ravel) sand loam 15 to 25 percent slopes gravelly Y � P P Map Unit Setting ■ 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 Map Unit Composition Alderwood and similar soils: 95 percent Minor components: 5 percent Description of Alderwood Setting Landform: Till plains Parent material: Basal till Properties and qualities Slope: 15 to 25 percent Depth to restrictive feature: 20 to 40 inches to densic material 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 capacity: Low (about 3.0 inches) Interpretive groups Farmland classification: Farmland of statewide importance Land capability (nonirrigated): 4e Hydrologic Soil Group: B Typical profile 0 to 7 inches: Gravelly ashy sandy loam 7 to 35 inches: Very gravelly ashy sandy loam 35 to 60 inches: Gravelly sandy loam Minor Components Norma Percent of map unit. 5 percent Landform: Drainageways 10 ,� 1'-\ �1 �- i I Ti Z� �� I - .,�� s6r �I. 00 M anV 4199 a---------- -- 3a Gu any_P.�ZL___. - MLA any 1 r, -- O ---------- _ _ L ... h _ .� R..L °3 = �- -- - i--------- --- I -----I -, M'a-^ 419L I -o co LA ' C. N j 3_M'any 4108 I -- I, 1. m N IL Many 41b8 ; • C � •r 41 IL raa _ po eW - II rr _ � Y� �, G1 I i I jM - GJ L-------------------- Q f - - M I-Y 4 56 }Iao �. bra c C `I 4396 LU r 3, N a—ny 436 0_-. _ r ci Cu Do / I I.aC� �� I J� �.>. err , � :��?; -• � �y Z Q m �o �mi , CJ F W I Q O O Y $p c N'a }_ �c1 i f I i s ti, 3 vi r O m �y. Lrr- a� y C S 'd L W W i Q CO Y u p�F $,�nV 415=t=�5VA-%Vf r r------_- ,--r - i Q 0 C C X O u Y Y m ba 1 __o OOcu CCu r`a Gl Oi vOi m m U —..NLiJ W r 'o +• a Uoaoo,, QJ a, — — as.,=., L o o is M O LA _ to Ci Y — _ _✓✓✓ - -- l_9-.l LL N a a a H cn H � � ►- H ►- Cb2 N, N r�i N Q m V I v Q o m a y a t a ai E .x o o o 0�i m 'n -OO Int m N c ( o C �e C Cas CCy Q o Y W W 1L _ = J J L G Z O O C> `I 0 z° z < 1 p I I I I I I I I Section 2: Existing Site Conditions The existing parcel consists of about 28,046 square feet (0.644 acres) of land, and has been subdivided into two lots stacked in a south -north orientation. A new single-family residence and a detached garage have been constructed on the south lot, access to the new house is provided with a new paved driveway approach near the southwest corner of the south lot. A section of concrete retaining wall has been installed on the east side of the south lot (from the north end of the detached garage to the north property line). Two sections of concrete block walls have been installed along the west property line of the parcel. The north lot is currently occupied by a single family residence, which is accessed via a temporary driveway near the southwest corner of the north lot. Thick brush covers the ground along the northeast and east boundary areas, mature, very large and tall, evergreen and deciduous trees were found along the east boundary area. The site is saturated on the mid -slope of a westerly to northwesterly declining, moderate to steep hillside overlooking Browns Bay of Puget Sound. It is bounded by Kairez Drive (a private road) to the east, a joint -use paved driveway to the west, and adjoined by single-family residences to the north and south. Gabion retaining walls and rockeries were found along the east property line. The terrain within the north lot generally slopes down westerly at about 18 to 33 percent grade from ' off the site (along the east boundary area). In the north end area of the existing house, the ground descends northward at about 15 to 29 percent graded, to the flat graded area with an infiltration trench installed adjacent to the northwest corner of the lot. Lovell-Sauerland and Associates Lambrecht Short Plat ' Drainage Report North Lot LSA No. 5316 LMR January, 2015 �..��.. aaoarcocoo r oa Lovell-Sauerland and Associates Drainage Report LSA No. 5316 LSIR I Lambrecht Short Plat North Lot January, 2015 Section 3: Developed Site Conditions The applicant proposes to construct a new single-family residence on the north lot, primary access to the new house will be provided with a new paved driveway near the southwest corner of the site, and a secondary driveway will be installed near the northwest corner of the site. Infrastructure improvements include frontage and road improvements, stormwater conveyance and infiltration system, and typical utilities -water, sewer, gas, electric, and communications. Based on the recommendations in the Geotechnical Report, infiltration trenches will be installed for disposing stormwater onsite. Three infiltration trenches will be installed for this development - two underneath the new primary paved driveway, and one along the western property line. The infiltration trench "A" underneath the driveway is designed to collected runoff from impervious areas such as roofs (south portion), and front porch/stairway. The infiltration trench "B" underneath the driveway is designed to collected runoff from the primary driveway. The infiltration trench "C" along the western property line is designed to collected runoff from impervious area such as roofs (north portion), patio, secondary ' driveway and the frontage road improvements which are included in this development. The existing structures and all vegetation on the north lot will be removed during grading activities ' in the development area. Lovell-Sauerfand and Associates Lambrecht Short Plat Drainage Report North Lot LSA No. 5316 `MR January, 2015 Section 4: Project Stormwater Requirements Purpose: The Applicant is seeking City permits to demolish the existing structures, and construct a new single-family home on the north lot. City stormwater requirements (City of Edmonds Development Information - Handout #E72): 1. Based on Figure -A (enclosed), the site is subject to Stormwater Management requirements of ECDC Chapter 18.30. 2. Based on Figure-B (enclosed), the site is classified as "Category 2 Small Site Project", and is subject to the specific requirements in the City Stormwater Supplement, Chapter 5. 3. Based on Figure-C (enclosed), the site is within Direct Discharge Basin. 4. Based on Figure-D (enclosed), the proposed impervious area is NOT considered REPLACED area. 5. Based on Figure-E (enclosed), only those areas proposed with the project that are to be converted from pervious surfaces to impervious surfaces will be regulated as New Impervious Surface. 6. Per the City Stormwater Supplement, Chapter 5 - Small Site Requirements, All Small Site Minimum Requirements (SSMRs) are to be met. Lovell-Sauerland and Associates Lambrecht Short Plat ' Drainage Report North Lot LSA No. 5316 I.WR January, 2015 Compliance with Small Site Minimum Requirements (SSMRs): SSMR #1— Preparation of Stormwater Site Plans A Site Development Plan (Sheet C2) with stormwater systems has been prepared and a reduced copy of the plan is included at the end of this Section. SSMR #2 — Construction Stormwater Pollution Prevention Plan (SWPPP) Applicable erosion and sediment control measures are shown in Sheet C3 and a reduced copy of the plan is included at the end of this Section. The total site disturbance area of the project is less than one acre, thus a formal Notice of Intent application for NPDES coverage will not be made to the Department of Ecology. SSMR #3 — Source Control of Pollution Not applicable. Source control of pollutants is not required for single family residential sites. SSMR #4 — Preservation of Natural Drainage Systems and Outfalls The natural drainage systems and outfalls have been maintained by infiltrating water at locations that follow the existing topography. With the proposed infiltration trenches, the stormwater runoff will be collected, dispersed, and fully infiltrated onsite, therefore, SSMR #6 and #7 will not need to be met. The proposed development will maintain the stormwater flow discharges to the Puget Sound. SSMR #5 — On -site Stormwater Management All disturbed areas not covered by impervious surface shall be subject to BMP T5.13 — Post -construction Soils Quality and Depth per City of Edmonds Handout #E72 C (see Appendix C. SSMR #6 —Runoff Treatment Not applicable. SSMR #5 is met. SSMR #7 — Flow Control Not applicable. SSMR #5 is met. Lovell-Sauerland and Associates Lambrecht Short Plat ' Drainage Report North Lot LSA No. 5316 L ER January, 2015 SSMR #8 — Wetland Protection Not applicable. Wetland protection is not required since there are no on -site or adjacent off - site wetlands. SSMR #9 — Operation and Maintenance Operation and Maintenance of the BMPs has been included in this report's Appendix. SSMR #10 — Offsite Analysis and Mitigation Refer to Section 5 of this Report. SSMR #11— Financial Liability For single family residential sites, applies only to stormwater systems constructed in or adjacent to Critical Areas or Critical Area buffers. The Applicant will provide any City required documentation to meet this requirement. Lovell-Sauerland and Associates Lambrecht Short Plat Drainage Report North Lot LSA No. 5316 LSR January, 2015 SURFACING LEGEND ® EXISTING ASPHALT NEW ASPHALT EXIrnwc coNCRETE NEW CONCRETE / U N R E C O D E D F IM A L E M A N! P I 4 SF.(N1I RO TOP TOP OF CK BOF OTH I SEE "�LI ti 1 In I PER C.OSERSM. ti� DETAIL E7.6 e m Ln CB #2,TYTPE 1L / I PRETREATMENT CB / ^J W/SERARATOR TEE a FINE MESH SCREEN/ I D Top t56.9t INV. I (SE) / 2 / I 'W N 2458'00' E rz I50O80' zPnA<r IF 1 sseEA uTEeal / I Q w. SITE CLASSIFICATION WORKSHEET 1. PERMEABLE PAVEMENT PROPOSED - 0.0 S.F. 2. IMPERVIOUS AREA (SEE TABLE ON THIS SHEET) 3. TOTAL AREA OF LAND DISTURBING ACTIVITY . 11.500J: SF 4. EARTHWORK QUANTITY: EXCAVATION - 9002 Cy FILL - 2003 CY THE QUANTITIES OF EXCAVATION AND FILL ARE APPROXIMATE ONLY AND SHALL NOT BE USED FOR CONTRACTUAL PURPOSES 5. PROJECT WILL NOT CONVERT 3/4 AC OR MORE OF NATIVE VEGETATION TO LAWN OR LANDSCAPE AREA 6. WATERSHED - DIRECT DISCHARGE - PUGET SOUND PIPED BASIN PROJECT CLASSIFICATION: SMALL SITE - CATEGORY 2 UNREC O R D E D PLAT O F M A P L E M A N O R IIII� � 0 0 n SECTION 13, T.27N., R.3E., W.M. I �ti I tJ��G O CB #4,TYPE It I PRETREATMENI CB W/SEPARA. TEE a FINE MESH SCRED7 TOP 153.02 INV. 148.BO (NW) INV. 14&70 (SW) fXFeKCf Mltr I eRAws T. ® miroart Rm � I i01[ p e SCALE 1'=20' ~ Ia Ir I W u Q > Y toa.a '1 % im s 12 / I , / / � w¢rn a saxaAND uN: I= I 170 160 QWTER Ll lJ 3T WATER\� OQ 4urvvmrocrnE< Fan s moo _ omn. Oi �M� vFm Tv mr m a .Fo�c vm c FFac om. O `vnF +r.w rz, OQ mx rFrnc O W�tDimnDo rum nwFa m runt rvc aam e, m c Fir Te m1Dor �.., © O s mo Wr• crn vn vu rsvos Fmmc a r AEtn noa tc vn. MI NM4: DCWlAPrtDITI 5[VtO 51Ua IDCATm 1C IKSaE AOPmIY LIE a 6TA1®. nANs a. AT - ENO I ar DOE SLWUI sTlre Alo HNr ro IDNCIH ro FNSIAE 1 FEEi ptT0ND3 ABOVE WADE Puri tip to FFEET wtE w s FHw Hot ILTnNs, slFxol r1c MMHA a F191 Er FXaFN oaourre EIEVAnpI ro rrs: 5[VWW sere I a e tI ff ODUBIL WAPPEDARWFU PPF AND L4 6T-rAKE AT CaABDVEW nMSMED CAs1IXaN HOOVER lU �(FAsr JQUWH ROM w}n(S ta) t� r Wtc .No 4.v sOND Pg e• u1LRAt Rlw M HAW s ,a aBs�AYa. a Ww. ro sasms �na 9 ALAS atIBW ArAtnxti Ir rtuc `�` `�� W �wa.ATm 4 . a IN .teaSUU ri� ou UA rFm �TiFIFE SHNL � u'm. ow oFelrlr� SriO Iuw..V A -• i I BECaF AigE. H FmEnLG SUE ro [LEST WrgiElE LATERAL I �gETFry� AD.SP1F11 L SAALL BE USED AND SEGF4D CUt Ii0Y5 w5T61Cnb2 PM ELEV . 156.10 0 CENTERUNE OF A.O. 11.50 PRIMARY DRIVEWAY I K . 1.74 �I 20.0' VIC TYPICAL SEWER LATERAL PM STA - 0a8198 PM ELEV - 164.74 A.O. -11.50 K I . 1.74 I -I 20.0' VC 1 PRIMARY DRIVEWAY I 150 0.00 ------ PRIMARY DRIVEWAY 1+00 GENERAL NOTES 1. ALL MATERIALS AND WORK SHOWN ON THESE PLANS SHALL CONFORM TO THE CITY OF EDMONDS STANDARD PLAN AND GETAILS. THE FOLLOWING SPECIFICATIONS AND CODES. AND ALL OTHER APPUCABLE LOCAL MUNICIPAL, STATE, AND FEDERAL CODES. RULES AND REGULATIONS CURRENT INTERNATIONAL BURRING CODE (IBC) - 2010 WSDOT/APWA STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION (. WASHINGTON STATE DEPA�RRTMENT OF ECOLOGY STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN (CIIRRENT EDITION) 2. STANDARD RAN AND TYPE NUMBERS INDICATED ON THESE DRAWINGS REFER TO CITY OF EDMONDS STANDARD DETAILS, UNLESS NOTED OTHERWISE 1. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOBSITE WHENEVER CONSTRUCTION IS IN PROGRESS. 4. DEVIATIONS FROM TILES: P S MUST BE APPROVED BY THE ENGINEER OF RECORD AND THE LOCAL GOVERNING AUTHORITY. 1 5, CONTRACTOR SHALL RECORD ALL APPROVED DEVIATIONS FROM THESE PLANS ON A SET OF 'AS -BUILT' DRAWINGS AND SHALL SUMMARIZE ALL AS -[WILT CONDITIONS ON ONE SET OF REPRODUCIBLE DRAWINGS FOR SUBMITTAL TO THE OWNER PRIOR PROJECT COMPLETION AND ACCEPTANCE. A SET O AS -BUILT DRAWINGS SHALL BE SUBMITTED TO THE CITY OF EDMONDS PRIOR TO FINAL APPROVAL OF THE BUILDING OCCUPANCY/FINAL PROJECT APPROVAL. 6. ELEVATIONS SHOWN ARE I FEET. SEE SURVEY FOR BENCHMARK INFORMATION. 7. THE LOCATIONS OF EXISTING UTILITIES AND STE FEATURES SHOWN HEREON HAVE BEEN ACCURACY OF ALL UTIUTYILOCATIONS SHOWN AND TO FURTHER DISCOVER AND PROTECT ANY OTHER UTILITIES NOT 5l1OWN HEREON WHICH MAY BE AFFECTED BY THE IMPLEMENTATION OF THIS FUN. CONTRACTOR SHALL VERIFY LOCATION, DEPTH. SZE. TYPE AND CONDITION OF EXOSRNG UTILITY LINES AT CONNECTION OR CROSSING POINTS BEFORE TRENCHING FOR NEW UTILITIES. ENgNEER ASSUMES NO RESPONSIBILITY FOR THE COMPLETENESS OR ACCURACY OF THE EXISTING UTILITIES AND SITE FEATURES PRESENTED ON THESE DRAWINGS ENGINEER SHALL BE NOTIFIED IMMEDIATELY OF CONFLICTS THAT ARISE B. CONTRACTOR SHALL LOCATE AND PROTECT ALL URURES DURING CONSTRUCTION AND SHALL CONTACT THE UNDERGROUND UTILITIES LOCATION SERVICE (1-800-424-5555) AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. I 9. CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE PROJECT STE BEFORE STARTING WORK AND SHALL NOTIFY OWNER'S REPRESENTATIVE OF ANY DISCREPANCIES 10. PIPE LENGTHS WHERE SHOL ARE APPROXIMATE AND MAY CHANGE DUE TO FIELD CONDITIONS 11. CONTRACTOR SHALL OBTAIB A COPY OF THE GEOTECHNICAL REPORT (WHERE APPLICABLE) AND SHALL THOROUGHLY FAMIUARIZE HIMSELF WITH TIRE CONTENTS THEREOF. ALL STE WORK SHALL BE PERFORMED IN STRICT CORPUANCE WITH THE RECOMMENDATIONS OF THIS REPORT. 12. STRUCTURAL FILL MATERIµ AND PLACEMENT SHALL CONFORM TO THE RECOMMENDATIONS OF THE PROJECT GEOTECHNICAL REPORT. 13. MANHOLES, CATCH BASNS.IUTUTIES AND PAVEMENT SHALL BEAR ON MEDIUM DENSE TO VERY DENSE NATIVE SOIL OR COMPACTED STRUCTURAL FILL IF SOL IS DISTURBED, SOT. LOOSE, WET OR IF ORGANIC MATERIAL IS PRESENT AT SUBGRADE ELEVATION, REMOVE AND REPLACE WITH COMPACTEDISTRUCTURAL FILL PER GEOTECHNICAL REPORT. 14. SEE SURVEY AND ARCHITECTURAL DRAWINGS FOR DIMENSIONS AND LOCATIONS O BUILDINGS, LANDSCAPED AREAS AND OTHER PROPOSE) OR EXISTING SITE FEATURES. 15. SEE ARCHITECTURAL DRAWNGS FOR PERIMETER FOUNDATION DRAINS FOUNDATION DRAINS SHALL BE INDEPENDENT OF, OTHER STE DRAIN LINES AND SHALL BE TIG HTUNED TO THE STORM DRAIN SYSTEM WERE INDICATED ON THE PLANS 16. ALL REQUIRED STORMWATER FACILITIES MUST BE CONSTRUCTED AND IN OPERATION PRIOR TO INSTALLATION OF My PAVEMENT UNLESS OTHERWISE APPROVED BY THE ENGINEER. 17. ALL ROOF DRAINS, PERIMETER FOUNDATION DRAINS, CATCH BASINS AND OTHER EXTERNAL DRAINS SHALL BE CONNECrD TO THE STORM DRAINAGE SYSTEM, UNLESS NOTED OTHERWISE 18. CONTRACTOR SHALL OUTNII AND PAY FOR ALL PERMITS REQUIRED FOR INSTALLATION OF ALL SITE IMPROVEMENTS INDICATED ON THESE DRAWINGS 19. AS A MINIMUM REQUIREMENT, ALL DISTURBED AREAS ON AND OFF STE SHALL BE RETURNED TO THE EQUIVALENT OF THEIR PRECONSTRUCTION CONDITION IN ACCORDANCE WITH APPROPRIATE REQUIREMENTS AND STANDARDS 20. N1 DISTURBED SOL AREAS S1AL1 BE SEEDED OR STABILIZED BY OTHER ACCEPTABLE METHODS FO2 THE PREVEN'lON OF ON-STE EROSION AFTER THE COMPLETION OF CONSTRUCTION. SEE EROSON CONTROL PLANS FOR SPECIFIC GRADING AND EROSION CONTROL REQUIREMENTS 21. THE CONTRACTOR SHALL KEEP OFF-STE STREETS CLEAN AT ALL TIMES BY SWEEPING. WASHWG OF THESE STREETS WILL NOT BE ALLOWED WITHOUT PRIOR APPROVAL 2Y. THIS PROJECT IS NOT A BALANCED EARTHWORK PROJECT. BOTH EXPORT AND IMPORT OF SOIL AND ROC( MATERIALS ARE REWIRED. I 23. SLOPE OF FINISHED GRADEiSHALL BE CONSTANT BETWEEN FINISHED CONTOURS OR SPOT ELEVATIONS SHOWN. I 24. FINISHED OR SHALL SLOPE AWAY FROM WILDING WALLS AT MINIMUM 5Z SLOPE FOR A MINIMUM DISTANCE OF 10 FEET. I 25. CONTRACTOR SHALL BE RESPONSIBLE FOR AND SHALL INSTALL AND MAINTAIN SHORING AND BRACING AS NECESSARY TO PROTECT WORKERS, EXISTING BUILDINGS, STREETS, WALKWAYS, UTILITIES AND OTHER EXISTING AND PROPOSED IMPROVEMENTS AND EXCAVATIONS AGAINST LOSS OF GROUND OR CAVING EMBANKMENTS CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR REMOVAL OF SHORING AND BRACING, AS REQUIRED. 26. CONTRACTOR SHALL OBTAIN APPROVAL FROM THE CITY AND FOLLOW CITY PROCEDURES FOR ALL WATER SERVICE INTERRUPTIONS. HYDRANT SHUTOFFS, STREET CLOSURES OR OTHER ACCESS RESTRICTIONS CONTRACTOR SHALL NOT RELOCATE OR ELIMINATE ANY HYDRANTS WITHOUT FIRST OBTAINING WRITTEN APPROVAL FROM THE FIRE MARSHAL. 27. COORDINATE AND ARRANGE FOR ALL UTILITY CONNECTIONS UTILITY RELOCATIONS AND/OR SERVICE INTERRUPTIONS WITH THE AFFECTED OWNERS AND APPROPRIATE UTILITY COMPANIES CONNECTIONS TO EXISTING UTILITIES SHALL BE MADE ONLY WITH ADVANCE WRITTEN APPROVAL OF THE AUTHORITIES GOVERNING SAID UTILITIES. 28. EXISTING UTILITY LINES IN SERVICE WHICH ARE DAMAGED DUE TO CONSTRUCTION WORK SHALL BE REPAIRED AT CONTRACTOR'S EXPENSE AND INSPECTED AND ACCEPTED BY 0, OF EDMONDS AND OWIRER'S REPRESENTATIVE PRIOR TO BACXFlWNG. 29. NEW U11UTY LOCATIONS ARE GENERALLY SHOW BY DIMENSION, WERE NO DIMENSIONS ARE INDICATED, LOCATIONS MAY BE SCALED FROM DRAWINGS. FIELD ADJUSTMENTS SHALL BE APPROVED BY OWNER'S REPRESENTATIVE AND CITY. 30. WHERE NEW PIPE DEARS AN EXISTING OR NEW UPUTY BY 6" OR LESS, PLACE POLYETHYLENE PLASTIC FOAMS, A CUSHION BETWEEN THE UTILITIES 31. SEE MECHANICAL DRAWINGS (WHERE APPLICABLE) FOR CONTINUATION OF STE UTILITIES WITHIN THE BUILDING. I 31 SET ELECTRICAL DRAWINGS (WHERE APPLICABLE) FOR EXTERIOR ELECTRICAL WORK. 3S. SEE LANDSCAPE DRAWINGSI(WIHERE APPLICABLE) FOR SITE IRRIGATION SYSTEM. UTILITY NOTES i I. ALL UTILITIES SHALL SE UR DERGRQUND. I L=^ Lovell- Sauerland & Associates, Inc. Engineers/Surveyors/Planners Development Consultants 19217 36th Avenue M. Suite 108 Lynnwood. NA 98038 phone: (425)775-1591 e-mail: info@lsaengineering,com web: Isaengineering. com M Ld Qf Z z 0'^ V 04 z �U) 0 0 0 LLJ z ULLJ L� /) 0 0 0 F- N � U � \ 0 2 LLLJ 0 z N 2. REWIREDAR SEPARATION OF UTILITIES SHALL BE MET PER CITY OFEDMONDS AND INDUSTRY L.I..I STANDARDS. 1 Z 3. IN ORDER TO REUSE THE EXISTING SEWER LATERAL THE CONDITION MUST BE VERIFIED BY z CITY OF EDMONDS SEWER DIVISON OPERATIONS CREW. IF CONDITION IS NOT SATISFACTORY, A NEW LATERAL SHALL BEIEXTENDED TO THE MAIN. Cal 2 Wmtkv Flays ad" You O O Q J LLJ ~C^ O O % O LLLJ 0 Z � (n V APPROVED FOR CONSTRUCTION SCALE CITY OF EDMONDS AS SHOWN DRAwN CIQCIOD DATE: Jfr JWY SHEET DATE P.B. BY: 4-C 2 -11J CITY ENGINEERING DIVISION "PLN20120016 L4F "" No. 5316 OP PARK RESERVE EX. CB, N/5[PMtAVIioIfT T[[ MS 3970'00' W 59.95' ; U N R E C I 0� E D P L A T R ',"? M A P L AND R ADDITIONAL RO ROAD EASEMENT I E. .HNIL ^. E I N s 150.90' �roonNc oR.�sa C in -VIAL 01 \ ( 2 S ------,A.-------- I `, `� aRYRVARaN 8548'00" W EX. C " / / EX. CB.,w[ n )\ IE EX MH „co I j, Ra R. N11Nrw° .IZ[N SECTION 13, T.27N., R.3E., W.M. II I , II SCALE ! 1'=20' 0 0 DO I , 0 20 7 1%3O BE REMOVV)=0) ' y, t� Rqx-t.RR] f (TO BE M ) 11-172'� jMAIN xcT_wT F DC i RNSH C/� sA�A ' aARoaAA 1 i 2.70' LX. LB.,Yr[ R 48- (N us.Ae (a A.IR NaRA.o uc SURFACING LEGEND SYMBOL ITEM CODE BYP/ C.O.E. SM. ® -STAG ASPHALT —X—X— FILTER FABRIC FENCE FILTRATION SYSTEMS O C233 EIA MNEW ASPHALT (YWWYI CLEARING LIMITS OUST CONTROL (TO INCLUDE O C140 EXISTING CONCRETE SPRINKLING THE STE WITH WATER UNTIL SURFACE IS WET) NEW CONCRETE TEMPORARY SEEDING O C120 STABIUZED CONSTRUCTION ENTRANCE O C105 Eve Ai4 COWL vp¢ rAR¢ B•- 1£ -TOR F— I IN s raTER rA[wc row ON T[c surA[s � To v[am m= mrT:A IOU to IEa� --a— NAWTAIN mnvYMFwrvTm wsTs w RAv w To INN- r oaaION m[TIMI CITY R6PECT— 1-11 1 Au —ION COnRR IET®I REF02 0TER VORt CAN IEGDa STANDARD DETAIL RTBIFMRFBDE RTN1OIflSIB6 n, P� H 10�S P-rY lIW IErTN +15 fi.•r o1%, ' � RAVINE ilLl V[D1N R PriSSL C,AE# ARA CONT.— SHKL IWNTAIN TEMOMRY CdSTRUCTiJN ENTRANT: IAJRIW THE CQISTOLETTW PERDID. CITY INSFECT®1 REGNRED ON ALL ERDSIQH CONTROLI NusuREs TIFTITRE v1AK cAN iIEGM. STANDARD DETAIL S[A9HCLG161RYLTd BIR11DE , X- TREE TO BE REMOVED TREE PROTECTION NOTES WHEN TREE CUTTING OR LAND CLEARING WILL OCCUR PURSUANT TO A BUILDING PERMIT, PROTECTION MEASURES SHOULD APPLY FOR ALL TREES MICH ARE TO BE RETAINED IN AREAS IMMEDIATELY SUBJECT TO CONSTRUCTION. THE REOUIREMENTS LISTED MAY BE MODIFIED INDIVIDUALLY OR SEVERALLY BY THE CITY IF THE DEVELOPER DEMONSTRATES THEIR TO BE INAPPUCABLE TO THE SPECIFIC ON-STE CONDITIONS OF IF THE INTENT OF THE REGULATIONS WALL BE IMPLEMENTED BY ANOTHER MEANS WITH THE SAME RESULT. WHERE THE DRIP LINE OF A TREE OVERLAPS A CONSTRUCTION LINE. THE FOLLOWING TREE PROTECTION MEASURES SHALL BE EMPLOYED: 1. THE APPUCANT MAY NOT FILL EXCAVATE, STACK OR STORE ANY EQUIPMENT, OR COMPACT THE EARTH IN ANY WAY WITHIN THE AREA DEFINED BY THE DRIP LINE OF ANY TREE TO BE RETAINED. 2. THE APPLICANT SHALL ERECT AND MAINTAIN ROPE BARRIERS ON THE DRIP LINE OR PLACE BALES OF HAY TO PROTECT ROOTS. IN ADDITION, THE APPLICANT SHALL PROVIDE SUPERVISION WHENEVER EQUIPMENT OR TRUCKS ARE MOVING NEAR THE TREES 3. IF THE GRADE ADJOINING A RETAINING TREE IS TO BE RAISED OR LOWERED, THE APPLICANT SHALL CONSTRUCT A DRY ROCK WALL OR ROCK WELL AROUND THE TREE. THE DIAMETER OF THIS WALL OR WELL MUST BE EQUAL TO THE TREES DRIP UNE 4. THE APPLICANT MAY NOT INSTALL GROUND LEVEL IMPERVIOUS SURFACE MATERIAL WITHIN THE AREA DEFINED BY THE DRIP LINE OF ANY TREE TO BE RETAINED. 5. THE GRADE LEVEL AROUND ANY TREE TO BE RETAINED MAY NOT BE LOWERED WITHIN THE GREATER OF THE FOLLOWING AREAS: (A) THE AREA DEFINED BY THE DRIP LINE OF THE TREE. OR (9) AN AREA AROUND THE TREE EQUAL TO ONE FOOT IN DIAMETER FOR EACH ONE INCH OF TREE CALIPER. 6. THE APPLICANT MAY PRUNE BRANCHES AND ROOTS, FERTILIZE AND WATER AS HORTICULTURALLY APPROPRIATE FOR ANY TREES AND GROUND COVER WHICH ARE TO BE RETAINED. I EROSION AND SEDIMENT CONTROL (ESC) NOTES 1. ESC MINIMUM REQUIREMENT'- CONSTRUCTION ACCESS ROUTE CONSTRUCTION VEHIGE ACCESS SHALL BE, WHENETER PRACTICAL, UNITED TO ONE ROUTE ACCESS POINTS SHALL BE STABILIZED WITH QUARRY SPALLS ENTRANCE PER EDMONDS STANDARD DETAIL PEI.2 TO MINIMIZE THE TRACKING OFISEDIMENT ONTO PUBLIC ROADS. IF SEDIMENT IS TRANSPORTED ONTO A ROAD SURFACE, THE ROADS SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM ROADS BY SHOVRJNG OR SWEEPING AND BE TRANSPORTED TO A CONTROLLED SEDIMENT DISPOSAL AREA WITHIN 24 HOURS. STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. 2. ESC MINIMUM REQUIREMENT!- STABILIZATION OF EXPOSED AREAS ALL SOILS EXPOSED BY LAND DISTURBING ACTIVITIES SHALL BE STABILIZED BY SUITABLE APPLICATION OF BMPS, INCLUDING, BUT NOT LIMITED TO, SOD, HYDROSEEDING. OR OTHER VEGETATION, PLASTIC COVERING, OR MULCHING. ALL BLIPS SHALL BE SELECTED, DESIGNED, AND MAINTAINED IN ACCORDANCE WITH THE MANUAL THE EXPOSED SOILS SHALL BE STABILIZED ACCORDING TO AN APPROVED TIMETABLE (TYPICALLY, NO SOILS SHALL REMAIN EXPOSED FOR MORE THAN TWO DAYS FROM OCTOBER 1 THROUGH APRIL 30 AND NO MORE THAN SEVEN DAYS FROM MAY 1 THROUGH SEPTEMBER 30). 3. ESC MINIMUM REQUIREMENTj- PROTECTION OF 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 BAPS. 4. ESC MINIMUM REQUIREMENT - MAINTENANCE: ALL EROSION AND SEDIMENT CONTROL BMPS SHALL BE REGULARLY INSPECTED AND MAINTAINED BY THE OWNER, TO ENSURE CONTINUED PERFORMANCE OF THEIR INTENDED FUNCTION. ALL MAINTENANCE AND REPAIR SHALL BE CONDUCTED IN ACCORDANCE WITH THE MANUAL 5, ESC MINIMUM REQUIREMENT - OTHER RMPS: AS REOUIRED BY THE CITY) OTHER APPROPRIATE BMP'S TO MITIGATE THE EFFECTS INCREASED RUNOFF SNALL BE APPLIED. 6. ESC MINIMUM REOUIREMENTI- UNDERGROUND UTILITY CONSTRUCTION: THE CONSTRUCTION OF UNDERGROUND UTILITY LINES SHALL SPECIFICALLY ADDRESS THE FOLLOWING: I A EROSION CONTROL FOR EXCAVATED STOCKPILED MATERIALS; B. THE PLACEMENT OF EXCAVATED MATERIAL WHERE CONSISTENT WITH SAFETY AND SPACE CONSIDERATIONS SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES; C. TRENCH DEWATERING SYSTEMS (MUST DISCHARGE INTO SEDIMENT TRAPS, SEDIMENT PONDS, OR OTHER ACCEPTABLE MEANS); D. TRACKING AND SPIWNG OF MATERIALS ON STREETS DUE TO HAULING; E. DAILY CLEANUP AND STREET MAINTENANCE. 1. SCHEDULE A PRE-CONSTRUCITON MEETING WITH CITY ENGINEERING DIVISION AT 425-771-022Q EXT. 132G 2. RENEW ESC NOTES D. CALL FOR UDUTY LOCATES 4. INSTALL ESC MEASURES AND MAINTAIN DUST CONTROL S. HAVE EROSION CONTROL MEASURES INSPECTED BY CITY OF EDMONDS CITY ENGINEERING INSPECTOR. (ALL TEMPORARY SEDIMENTATION AND EROSION CONTROL MEASURES MUST BE IN PLACE AND INSPECTED PRIOR TO ANY CONSTRUCTION OR SITE CLEARING. EROSION AND SEDIMENTATION CONTROL PRACTICES AND/OR DEVICES SHALL BE MAINTAINED UNTIL PERMANENT VEGETATION ISESTABUSHED.) 6. ROUGH GRADE SITE AS REQUIRED TO INSTALL DRAINAGE FEATURES. 7. CLEAR, GRUB & ROUGH GRADE REMAINDER OF SITE REVEGETATE DISTURBED AREAS NOT SUBJECT TO ADDITIONAL SLRFACE DISTURBANCE IMMEDIATELY AFTER ROUGH GRADING. (OTHER EXPOSED AREAS %1ALL BE STABIUZED PER EROSION CONTROL NOTES BELOW) 8. INSTALL UTILITIES AND OTHER SITE IMPROVEMENTS 9. STABIUZE AND REWGETATEI ENTIRE SM I0. ESTABLISH LANDSCAPING AND STABNPERMANENT VEGETATION. EROSION CONTROL FEATURES CAN BE REMOVED UPON FINALTE SI2ATON AND APPROVAL BY CITY INSPECTOR. POST —CONSTRUCTION SOIL QUALITY AND DEPTH ALL DISTURBED AREAS ON ANDI OFF SM SHALL BE COMPOST AMENDED TO MEET REQUIREMENTS OF BMP M13 :ER tl1Y OF EDMONOS HANOOUi �]2 C. DEMOLITION NOTE SEPARATE DEMOLITION PERMITS ARE REQUIRED FOR THE DEMOLITION OF STRUCTURES NOTES I TEMPORARY STOCKPILE AREA SHALL BE COVERED DURING NON -WORKING HOURS AND DURING WET CONDITIONS DRIVEWAY SLOPES SHALL NOT EXCEED 14% PER EDMONDS COMMUNITY DEVELOPMENT CODE. I Dad 2 Worl[tp Days Before You L=' Lovell—Sauerland & Associates, Inc. Engineers/Surveyors/Planners Suite 106 Lynnwood, WA 90036 phone: (425)775-1591 e—mail: info®lsaengineering.com web: Isaengineering.com O Z C)Q J ` � �C U Ui Lil � O 0 Z C)Q CD ! n z �l o � Q 0_' v �M �V J LJ..I ? Of Z O V U C Z I— (n Ln Z O O i LJJ z U) O Q O ♦— U U) � o Ld O z V) LLJ z Z APPROVED FOR CONSTRUCTION SCALP CITY OF EDMONDS 1"=20 DATE: DRAWN SHEET DATE F.B. C 3 -14-13 BY: CITY ENGINEERING DIVISION P�LN2O12OO16 LSA FU NO, 5316 OF Figure -A Determining Applicability of Stormwater Management Code ECDC Chapter 18.30 If any of the descriptions in the Blue Boxes apply to your project or project site, the Stormwater Management Code applies. Does your Project Site require the issuance of a City permit under any of the following: ECDC Title 18 - Engineering Division ECDC Title 19 - Building Division A Stormwater Permitz QG7 Are you submitting a Subdivision application per ECDC Chapter 20.75? No Does your Project site involve any of the following: 500 square feet or more of land -disturbing Yes activity, new impervious surface, or replaced impervious surface? A utility or other construction project consisting of 500 lineal feet or more of trench excavation? Is located in, adjacent to, or drains into (currently or as a result of the project) a Critical Area or a Critical Area Buffer? No Stormwater Management requirements of ECDC Chapter 18.30 are not applicable to your Projector Site Yes Stormwater Management requirements of ECDC Chapter 18.30 are applicable to your Project or Site. Note: The definitions of the terms in italics are found in ECDC Chapter 18.30.010 and the Stormwater Code Supplement. This chart provides an initial screening for determining the applicability of ECDC Chapter 18.30. The results from using this chart do not substitute for a determination of applicability by the Public Works Director or Designee per ECDC Chapter 18.30.030 and the relevant portions of the Supplement. 2 If ECDC Chapter 18.30 is applicable to the proposed project and it does not require any other City -issued permit, a Stormwater Permit and associated fees will be required. Revised on 4121111 E72-SWM_Erosion_Control-Draft-04.21.11-FINAL Page 3 of 13 Figure-B Project Classification If you have determined that the Stormwater Management Code applies to your project (Figure -A), follow the Blue boxes in the chart below to determine the Classification of your project. Does the project involve 1- Yes acre or more of land - disturbing activity' ? No Yes Is the project part of a larger common plan of development or sale where the total disturbed area for the entire plan will total 1-acre or more of land -disturbing activity? No Does the Project involve one or more of the following: 2,000 square feet (sf) or more of new E impervious surface, regulated replaced impervious surface or new plus regulated replaced impervious surface? YeS OR 7,000 sf or more of land -disturbing activity? es OR 50 cubic yards or more of either grading, fill, or excavation as defined in Chapter 18.40.000 ECDC? YeS No Minor Site Project: See Stormwater Supplement Chapter 6 for specific requirements Notes: Large Site Project: See Stormwater Supplement Chapter 4 for specific requirements. Does the project create or add 5,000 square feet or more of new impervious surface, regulated replaced impervious surface or new plus regulated replaced impervious surface? Yes OR Convert 3/4 acre or more of native vegetation to lawn or landscaped area No OR Through a combination of creating effective impervious surface and converted pervious surfaces, causes an increase of 0.1 cubic feet per second in the 100-year flow frequency from a threshold discharge area as estimated using an approved model? No Yes Category 1 Small Site Project: Category 2 Small Site Project: See Stormwater Supplement See Stormwater Supplement Chapter 5 or specific Chapter 5 for specific requirements requirements Terms in bold italics are described in the Glossary on pages 10-1 t. The definitions of the all terms in italics are found in ECDC Chapter 18.30.010 and the Stormwater Code Supplement The Classification flowchart assumes the project in question meets the applicability requirements of ECDC 18.30.030. Land -disturbing Activity: Any activity that results in the movement of earth, or a change in the existing soil cover (both ' vegetative and non -vegetative) or the existing soil topography. Land disturbing activities include, but are not limited to grading, filling, excavation, and compaction associated with stabilization of structures and/or road construction. IRevised on 4121111 E72-SWM_Erosion_Control-Draft-04.21. I I -FINAL Page 4 of 13 Figure-C City of Edmonds Watersheds FIGURE 3 N CITY OF EDMONDS I y WATERSHEDS Creek or Lake ' Direct Discharge (includes Edmonds Way Basin) ty,, ,U,,,.�'PA nn;.r�afd� 't o LOM 2.000 a.uoo 6.0w sow Ft tin=2,000ft" PROJECT SITE No warranty of any sort, including accuracy, PugctS Ji fitness, or i -� ;I. ,, ibt Parkn,,4� merchantability accompany this product. 1 .� U�. ��'� Mortkarcan. (.� I �Ve;.gat r�Yor�pl r.la.turk .ri `(sue j i lip I � `C_' �•`� r6' I Sltrrr.: = edmond'A i , � fib S m A larger version of the Edmonds Watershed Map is available in the Development Services Office and on the City of Edmonds ' website at ci.edmonds.wa.us. Revised on 412]/11 E72-SWM_Erosion_Control-Draft-04.21.11-FINAL Page 7 of 13 Figure-D What Qualifies as Replaced Impervious Surface? Is the Impervious Area being removed and replaced with new impermeable surface in the same footprint? Yes T Area is NOT considered REPLACED NO impervious surface area Refer to Figure E for regulation of New Impervious Surface Areas Was the existing impervious area created prior to 7/7/1977 Yes or prior to the date the parcel was annexed from Snohomish County? No Area is considered EXEMPT REPLACED impervious surface area Yes F Is parcel zoned es Does the replaced impervious Single -Family Residential? 0area replace an existing driveway, walkway or patio in the same footprint AND will it remain the same use after replacement? No No Area is considered REGULATED REPLACED impervious surface area Revised on 4121/11 E72-SWM_Erosion_Control-Draft-04.21.II-FINAL Page 8 of 13 Figure-E Regulation of NEW Impervious Surface Areas for Determining Site Classification Does the site have any existing impervious surface areas that were created on or after after July 7, 19771? Yes Have City -approved stormwater controls3 been applied to all of the existing impervious areas? For example, does the site have an existing stomiwater management system that collects stormwater runoff from all of the existing impervious surfaces? No Does the existing impervious area (not managed by an existing stormwater system) exceed 2,000sf? No All impervious surface areas created on or after July 7, 19772 plus All impervious surface areas proposed with the project will be regulated as New Impervious Surface Area Yes Were the existing Yes impervious areas constructed prior to the parcel being annexed into the City? No Only those areas proposed vith the project that are to bE converted from pervious surfaces (native vegetation, etc) to impervious surfaces and permeable pavements will be regulated as New Impervious Surface Yes Was a waiver from the requirement to install a stormwater management system granted for the existing impervious area? No Yes (Vote: For the purpose of this flowchart, it is assumed that all existing impervious surface will remain after the proposed project is complete. If any existing impervious surface will be demolished for this project, the project may contain a combination of new and replaced impervious surface. See Glossary, p. 10-1 I. 1 Mitigation requirements are based on the total cumulative impervious area created on a project site since July 6, 1977, the effective date of ' the City's first drainage control ordinance. Z For parcels that were annexed into the City after this date, the date of annexation shall substitute for the effective date of the City's first drainage control ordinance. 3 For annexed parcels, a functioning Snohomish County -approved stormwater management facility can substitute for a City -approved ' facility. Revised on 412]// 1 E72-SWM_Erosion_Control-Draft-04.21.11-FINAL Page 9 of 13 °F E°M City of Edmonds Site Classification Worksheet Page 1 of 2 'g9� The project's Site Classification will dictate the specific stormwater management requirements applicable to your site. Completing this worksheet will help determine the amount of regulated impervious surface and whether your project falls into the classification of a Small Site (Category 1 or Category 2), or a Minor Site. Please reference the Glossary (pp. 10-11), Figures D and E, (pp. 8-9), and Examples (pp. 11-12), to assist with completion of this worksheet. 1) Is Permeable Pavement' Proposed For Use on this Site? Yes 0 No Refer to Stormwater Supplement Chapter 5.1 If YES, the subject area is to be considered impervious for initial site classification purposes. Include total permeable pavement area in the calculation of Non -Regulated, Replaced and/or New impervious surface areas in the table below. 2) Determine the Amount and Type of Existing & Proposed Impervious Surface for the Site Refer to Stormwater Supplement Chapter 2 and Fig. C Line 1: Identify the Non -Regulated Impervious Surface Area. Line 2: Identify the Replaced Impervious Surface Area, dividing the total between Exempt and Regulated; either or both may be zero. Note: For project classification purposes, Replaced Impervious may only be considered exempt under certain conditions. Refer to the Glossary and Figure D. Line 3: Identify the New Impervious Surface Area for your project. All impervious areas created post -July 7, 1977 or after the date of annexation into the City are regulated & should be included in this total unless they can be categorized separately as a Replaced -Regulated area. Line 4: Enter the sum of the total Replaced -Regulated plus the total New impervious areas. Line 5: Identify the total area currently mitigated by an existing city -approved stormwater management system. Line 6: Enter the sum of the value in Line 4 less the value in Line 5 to identify the total Regulated area in which stormwater controls have not yet been applied. Line 7: Identify the total area proposed to be mitigated through the use of Low Impact Development Techniques. Line 8: Identify the total area proposed to be mitigated through conventional Stormwater Management Techniques. ** Provide a copy of the following table on the drainage plan sheet for the proposed project ** Line Type Area (square feet) 1. Non -Regulated Exempt Regulated 2. Replaced j Q 3. 4 ' .... _......... ._._.. _ -- — New (Post 1977) 4 4 4 4 4 4 4 4 4 i+! Total Regulated Impervious Area 1 _ F Mitigation required i in excess o 2000s ____------- ----- --- 10,795 SF 10,795 SF 5. aro,.-i�c.runn 6. Total Area Mitigated by Existing Stormwater Management System(s) ! i ��i�o-�:v:zdisi�iiurvyoaia-�rorrwopr rri�.:rvari'rii�rrrv.a';�;r in�irrxv'-ootrrrriri�.ovtric i Regulated Area Not Yet Mitigated = i Q 10,795 SF 7. Area Proposed to be Mitigated by Low Impact Development Techniques ' = 10,795 SF 8. Area Proposed to be Mitigated through Conventional SWM Techniques = Q ' (e.g. porous asphalt, porous concrete, paver blocks, concrete open celled paving grids, or plastic lattices filled with turf or stone) Revised on 310512012 E72-SWM—Erosion—Control-03.05.12.doc Page 5 of 12 City of Edmonds �yo�E°M°ti .o U N Site Classification Worksheet - Page 2 of 2 C. 189� 3) Determine the Total Area of Land Disturbing Activity 11,500 sf Refer to Stormwater Supplement Chapter 8 ' 4) Determine the Quantity of Grading, Fill and/or Excavation Fill = 200 cy, Excavation = 900 cy 5) Will the project convert 3/ Acre or More of Native Vegetation to Lawn or ❑ yes X❑ No Landscaped Area? 6) Identify the Watershed the Existing Site Runoff Discharges to Refer to Stormwater Supplement Chapter 2.3 Based on Site Location and Watershed Map — Figure-C. Check all that apply. ' A. X❑ Direct Discharge B. ❑ Creek or Lake Basin ❑ Edmonds Way Basin ' ❑ Puget Sound Basin ® Puget Sound Piped Basin DETERMINE PROJECT CLASSIFICATION USING THE INFORMATION ABOVE AND THE PROJECT CLASSIFICATION CHART (Figure B, pg 4) ❑ Small Site - Category 1 ❑x Small Site - Category 2 ❑ Minor Site Stormwater Supplement Stormwater Supplement Stormwater Supplement Chapter 5 Chapter 5 Chapter 6 IRevised on 3/05/2012 E72-SWM_Erosion_Control-03.05.12.doc Page 6 of 12 Section 5: Offsite Analysis Field inspections of the project site and downstream systems investigation were conducted by Lovell-Sauerland on December 8th and 31 st, 2012. 5.1 Upstream Analysis There is no significant drainage onto the site from the existing single-family homes to the north and south of the site. Off -site runoff from the south of the joint -use paved driveway sheet flows northerly down the driveway, either being collected at the gravel lined ditch along the east side of the driveway, or travels along the west edge of the driveway, and being collected at an existing swale on the west side of the driveway. The runoff being collected at the gravel lined ditch along the east side of the driveway continues to flow northerly and enters a new installed short section of 12-inch diameter pipe with trash rack, the flow then continues north in the pipe and enters a new catch basin with grate, and discharges into the new infiltration system under the driveway for the south lot. The flow in the swale will continue flows northerly and enters an existing concrete channel. Lovell-Sauerland and Associates Lambrecht Short Plat ' Drainage Report North Lot LSA No. 5316 LSR January, 2015 Figure 5-1 (Looking South — Existing joint -use paved driveway) Figure 5-2 (Looking South — Existing gravel lined ditch) Lovell-Sauerland and Associates Drainage Report LSA No. 5316 LMR Lambrecht Short Plat North Lot January, 2015 a 'lip , L a o Figure 5-3 (Looking North — New catch basin @ end of ditch) Figure 5-4 (New trash rack) Lovell-Sauerland and Associates Lambrecht Short Plat ' Drainage Report North Lot LSA No. 5316 LC��'. January, 2015 All i �-! o `' � Vr } ,"K. \ � _ — � '�+•may: ¢� Figure 5-5 (Looking North — New catch basin) Figure 5-6 (Looking South — Joint -use paved driveway) Lovell-Sauerland and Associates Lambrecht Short Plat Drainage Report North Lot LSA No. 5316 LET: January, 2015 Figure 5-7 (Looking South — Joint -use paved driveway) Figure 5-8 (Looking East — Temporary access adjacent to new lot line) Lovell-Sauerland and Associates Drainage Report LSA No. 5316 Lambrecht Short Plat North Lot January, 2015 5.2 Downstream Analysis The "Geotechnical Investigation and Recommendations" prepared by Liu & Associates, Inc. indicates that the site is underlain at shallow depth by dense sand deposit of the Olympic gravel soil unit, which is of moderate to high shear strength and is quite stable. It is also of moderately high permeability and would allow storm runoff to seep into the ground easily. Therefore, geologic hazards, such as erosion, landslide and seismic damage should be minimal within the site. Due to the fact that onsite fully infiltration is proposed, no quantitative analysis of the downstream system has been provided. Lovell-Sauerland and Associates Lambrecht Short Plat Drainage Report North Lot LSA No. 5316 L..5R January, 2015 s' .ipltrt-`f fiYC'WA4' i & R Figure 5-9 (Looking North — From swale to concrete channel) Figure 5-10 (Looking North — From swale to concrete channel) Lovell-Sauerland and Associates Lambrecht Short Plat Drainage Report North Lot LSA No. 5316 =--■ 0 January, 2015 I Figure 5-11 (Looking North Concrete channel) W-A Figure 5-12 (Looking North — Concrete channel) m Lovell-Sauer/and and Associates Lambrecht Short Plat Drainage Report North Lot LSA No.5316 L— 0 R January, 2015 14 � r �a rt Kit Figure 5-14 (Looking North — Concrete channel runs along private driveway) Lovell-Sauerland and Associates Drainage Report L SA No. 5316 Lambrecht Short Plat North Lot January, 2015 Figure 5-15 (Looking South — Joint -use paved driveway) Figure 5-16 (Looking North — Northwest corner of the site) Lovell-Sauerland and Associates Lambrecht Short Plat Drainage Report North Lot LSA No. 5316 L! January, 2015 Figure 5-1 7 (Looking Southeast — End of concrete block wall) Figure 5-18 (Looking South — End of concrete block wall) Lovell-Sauertand and Associates Drainage Report L SA No. 5316 L=^ Lambrecht Short Plat North Lot January, 2015 Hgure 5-19 (Looking east— Existing building) Figure 5-20 (Looking East — Area along north property line of the site) Lovell-Sauerland and Associates Drainage Report LSA No. 5316 L� Lambrecht Short Plat North Lot January, 2015 .w k # ! MI ! 11 Figure 5-21 (Looking West — Native vegetation area, downstream flow path) Figure 5-22 (Looking Northwest — Native vegetation area) Lovell-Sauerland and Associates Lambrecht Short Plat Drainage Report North Lot LSA No. 5316 January, 2015 Lovell-Saueriand and Associates Drainage Report LSA No. 5316 SHo. Seep d FF.A, . fiend Incorporated CItbs Tax Parcels TownshiplRanpo Grid Sectbn Grid Base Flood Ebratkms Stoop Stopos Urban Growth Area Flood Hazard Areas Flood plains 100•yr, aaod Corr Railroad tracks Major Waterbodles Bays s ill LAU W PWW Bane or aural In span waft? wide steam I river Streams • Seasonal atnam oft ,daanQ Btnam Stream HabBats Shonww or Sbftwlde siaMacsms /rI Ran Habitat Unknown, umypod i� UM49h Habitat L-=F6 Lambrecht Short Plat North Lot January, 2015 Section 6: Stormwater System Methodology Based on the recommendations of the Project Soils Engineer, Liu & Associates (see enclosed report in Appendix), infiltration trenches have been proposed. ity pre -sizing tables have H not been used; WWM3 was used to size the facilities. Ba on th In -Situ Infiltration Test (see enclosed report in Appendix), design infiltration rate 2.5 in r was used to infiltrate 100% of the site impervious runoff directed to the trench. The W 3 calculations are included in this Section. WWHM3 documentations File Edit View Help C-31 X i i Q I to 1 9 % , t Map Controls On -site Area (North Lot): Off -site Area (Frontage Improvements) Total Area (On & Off -site): Lovell-Sauerland and Associates Drainage Report LSA No. 5316 Site Information Site Name Address City Gage rl, Precip Factor Show DOT Zones DOT Region: Q`% Isohyetal value �� N'n" 13,046 SF (0.2995 Ac.) 3,167 SF (0.0727 Ac.) 16,213 SF (0.3722 Ac.) Lambrecht Short Plat L North Lot January, 2015 Predeveloved Condition Total Impervious Areas: Widened Joint -Use Private Road Total Pervious Areas: Developed Condition Total Impervious Areas: Roof Front Porch/Stairway Deck over Patio Primary Driveway Secondary Driveway Widened Joint -Use Private Road Total Pervious Areas: 3,167 SF (0.0727 Ac.) 3,167 SF (0.0727 Ac.) 13,046 SF (0.2995 Ac.) 10,795 SF- (0.2478 Ac.) 3,979 SF (0.0913 Ac.) 93 SF (0.0021 Ac.) 622 SF (0.0143 Ac.) 2,152 SF (0.0494 Ac.) 782 SF (0.0180 Ac.) 3,167 SF (0.0727 Ac.) 5,418 SF (0.1244 Ac.) Lovell-Sauerland and Associates Lambrecht Short Plat Drainage Report North Lot LSA No. 5316 LSR January, 2015 Infiltration Trench "A" for South Portion of Building Total Impervious Areas: 1,783 SF (0.0409 Ac.) Roof 1,690 SF (0.0388 Ac.) Front Porch/Stairway 93 SF (0.0021 Ac.) File Echt View Help 9 &0 16 1 x Est M I Subbasin Name Basin 1 -North Lot r Designateaas Bypass foi«PO-C„ Surface Interflow Groundwater Flows To : Infiltration Trench "A" Infiltration Trench "A" Area in Basin Slowx®nlyy$'electedr Available Pervious Available Impervious ROOF TORS 11A�T 0388 7,4 SI®EWALKSM®D PerviousTotal 0 Acres Impervious Total 0.0409 Acres Basin Total 10.0409 Acres DeselectZero Select By -777 GO Lovell-Sauerland and Associates Drainage Report LSA No. 5316 LSD Lambrecht Short Plat North Lot January, 2015 ELJ NMI t3 - File Edit View Help Facility Name lInfiltration Trench "A" Outlet 1 Outlet 2 Outlet 3 Downstream Connection 0 0 0 Facility Type IGravel Trench/Bed Precipitation Applied to Facility Quick Trench E vaporation Applied to Face; ..................... Facility Bottom Elevation (ft) 0 Facility Dimensions Trench Length 16 Outlet Structure Trench Bottom Width g Riser Height (ft) Effective Total Depth 4 Riser Diameter(in) 4 =...1 Bottom slope of Trench D,005 Riser Type FFlat Left Side Slope 0 Notch Type Right Side Slope p Material Layers for Layer 1 Thickness (ft) ® Orifice Diameter Height QMax Layer 1 porosity 0.35 Number (In) (Ft) (cfs) Layer 2 Thickness (ft) 1 1 0 0 0 Layer 2 porosity 2 Ip - i0 0 Layer 3 Thickness (ft)0 - -- - - - 3 0 - :0 0 Layer 3 porosity - -- Infiltration YE : s Trench Volume at Riser Head (acre-ft) .003 Measured Infiltration Rate (in/hr) 10 Pond Increment 0.10 ; Infiltration Reduction Factor 25 _.- Show Pond Table Open Table -: _. Use Wetted Surface Area (sidewals) I'NO _ Total Volume Infiltrated(acre4t) 15.518 Total Volume Through Facility(acre-ft) 15.518 Total Volume Through Riser(acre-ft) 0 Percent Infiltrated 100 1 /3/2015 4:06 PM Trench Length = 16.0 ft. Trench Width = 8.0 ft. Depth of Trench = 3.0 ft. Measured Infiltration Rate = 10.3 in/hr Infiltration Reduction Factor = 0.25 (Safety Factor = 4) Design Infiltration rate of underlying soil = 2.57 in/hr Infiltration rate used = 2.5 in/hr Porosity = 35% ` Percent of runoff Infiltrated = 100% Storage Volume required: Lovell-Sauerland and Associates Drainage Report LSA No. 5316 L M:R Lambrecht Short Plat North Lot January, 2015 = Trench Length x Trench Width x Trench Depth x Porosity = 16.0 ft. x 8.0 ft. x 3.0 ft. x 0.35 = 134 cf Required bottom area for a 3.0' deep rock trench = 16' x 8' = 128 sf Storage Volume provided: = Trench Bottom Area x Trench Depth x Porosity = 128 ft. x 3.5 ft. x 0.35 = 156 cf Flow Freauencv Analvsi 5W POC 1 Predeveloped low Frequency ® 11E I 8M POC1 Mpigeled gp„, law(CFS) Predeveloped Mitigated 2 Year 0.0000 0.0000 5 Yeaz 0.0000 0.0000 10 Year 0.0000 0.0000 U♦ 10E 25 Yeaz 0.0000 0.0000 50 Yeaz 0.0001 0.0000 100 Year 0.0001 0.0000 early Peaks J t0E 1 1940 0.0000 0.0000 IL 1941 0.0000 O.D000 1942 0.0000 0.0000 1943 0.0000 0.0000 1944 0.0000 0.0000 10E� 1945 0.0000 0.0000 1 10 20 30 40 50 60 70 00 90 99 1946 0.0000 0.0000 Cumulative Probability 1947 0.0000 0.0000 1948 0.0000 0.0000 1949 0.0000 0.0000 Draatiorrs Flow Frequency Water Quafgy Hydrograph Welland Fluctuation 1 1950 0.0000 0.0000 1951 0.0000 0.0000 �2e dalasets 1952 0.0000 0.0000 1953 0.0000 0.0000 1954 0.0000 0.0000 1955 0.0000 0.0000 1956 0.0000 0.0000 1957 0.0000 0.0000 1958 0.0000 0.0000 1959 0.0000 0.0000 1960 0.0000 0.0000 1961 0.0000 0.0000 All Datasels Fbw Stage P ec p EVap j POC 2 Flood Frequency Method 1962 1963 0. 0000 0.0000 0. 0000 0.0000 r log Pearson Type III 17B 1964 0.0000 0. 0000 WebA 1965 0.0000 0.0000 4' Cunnene sass n nnnn n nnnn G Gringorten 1 /3/2015 1 2:38 PM The analysis shows that no flow is released for the 100-year event, thus the facility is infiltrating practically 100% of its received runoff. Lovell-Sauertand and Associates Lambrecht Short Plat Drainage Report North Lot LSA No. 5316 LEER January, 2015 Eiile Edit view tielp X ® `' 'lrrle - ® 1003 Radon Trench'A'1 Stage Frequency 10E 1 (Peet) 1003 2 Year = 0.4391 5 Year — 0.7913 ° 10 Year = 1.1745 25 Year = 1.8935 10E 50 Year = 2.2554 sm��°'"� 100 Year = 2.8614 Yearly Peaks 1940 0.4895 lOE 1 1941 0.4960 ° 1942 0.6969 0 1943 0.1438 1944 0.1739 1OE_ 1945 0.4819 1 10 20 30 40 50 60 70 80 90 99 1946 0.2202 194 0 Cumulative Probability 1948 0.5170.51 1949 0.4533 Durations Flow Frequency Water Quality Hydrograph Wetland Fluctuation 1950 1.7598 1951 0.1250 Analyze datasets 1952 2.1114 1953 0.7672 1007 iveway &Access Road STAGE Mitigated 1954 0.2374 1955 0.1438 1956 0.3286 1957 0.0972 1958 0.3555 1959 0.1261 1960 0.3516 1961 0.3594 'iPOC21 1962 0.6501 All Datasets Flow Stage Precip Flood Frequency Method 1963 0.1032 f ' Log Pearson Type III 17B 1964 0.4892 r Wean 1965 0.4710 r Cunnane i vFF n 1661 t` Gringorten 1/3/2015 12:47 PM Per Chapter 3.3.7 — Site Suitability Criteria, SSC-4 Soil Infiltration Rate/Drawdown Time in ' Volume III of the SWMMWW, there isn't a maximum drawdown time for infiltration facilities designed strictly for flow control purposes (for 100% infiltration). i' Lovell-Sauerland and Associates Lambrecht Short Plat ' Drainage Report North Lot LSA No. 5316 L=R January, 2015 Western Washington Hydrology Model PROJECT REPORT Project Name: 5316 Trench A Site Address: 9221 Olympic View Drive City Edmonds Report Date 1/5/2015 MGS Regoin Puget East Data Start 1939/10/1 Data End 2097/08/31 DOT Data Number: 03 WWHM3 Version: PREDEVELOPED LAND USE Name Basin 1 - North Lot Bypass: No GroundWater: No Pervious Land Use Acres A B, Forest, Mod Impervious Land Use .236 Acres Element Flows To: Surface Interflow Name Basin 1 - North Lot Bypass: No GroundWater: No Pervious Land Use Acres Impervious Land Use Acres ROOF TOPS FLAT 0.0388 SIDEWALKS MOD 0.0021 Groundwater Element Flows To: Surface Interflow Groundwater Infiltration Trench "A", Infiltration Trench "A", Name Infiltration Trench "A" Bottom Length: 16ft. Bottom Width : 8ft. Trench bottom slope 1: 0.005 To 1 Trench Left side slope 0: 0 To 1 Trench right side slope 2: 0 To 1 Material thickness of first layer : 3 Pour Space of material for first layer 0.35 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 : 10 Infiltration saftey factor : 0.25 Discharge Structure Riser Height: 3 ft. Riser Diameter: 4 in. Element Flows To: Outlet 1 Outlet 2 Gravel Trench Bed Hydraulic Table Stage(ft) Area(acr) Volume(acr-ft) Dschrg(cfs) Infilt(cfs) 0.000 0.003 0.000 0.000 0.000 0.044 0.003 0.000 0.000 0.007 0.089 0.003 0.000 0.000 0.007 ' 0.133 0.003 0.000 0.000 0.007 0.178 0.003 0.000 0.000 0.007 0.222 0.003 0.000 0.000 0.007 0.217 0.003 0.000 0.000 0.007 0.311 0.003 0.000 0.000 0.007 0.356 0.003 0.000 0.000 0.007 0.400 0.003 0.000 0.000 0.007 0.444 0.003 0.000 0.000 0.007 ' 0.489 0.003 0.001 0.000 0.007 0.533 0.003 0.001 0.000 0.007 0.578 0.003 0.001 0.000 0.007 0.622 0.003 0.001 0.000 0.007 ' 0.667 0.003 0.001 0.000 0.007 0.711 0.003 0.001 0.000 0.007 0.756 0.003 0.001 0.000 0.007 ' 0.800 0.003 0.001 0.000 0.007 0.844 0.003 0.001 0.000 0.007 0.889 0.003 0.001 0.000 0.007 0.933 0.003 0.001 0.000 0.007 0.978 0.003 0.001 0.000 0.007 1.022 0.003 0.001 0.000 0.007 1.067 0.003 0.001 0.000 0.007 1.111 0.003 0.001 0.000 0.007 ' 1.156 0.003 0.001 0.000 0.007 1.200 0.003 0.001 0.000 0.007 1.244 0.003 0.001 0.000 0.007 1.289 0.003 0.001 0.000 0.007 ' 1.333 0.003 0.001 0.000 0.007 1.378 0.003 0.001 0.000 0.007 1.422 0.003 0.001 0.000 0.007 1.467 0.003 0.002 0.000 0.007 1.511 0.003 0.002 0.000 0.007 1.556 0.003 0.002 0.000 0.007 1.600 0.003 0.002 0.000 0.007 1.644 0.003 0.002 0.000 0.007 1.689 0.003 0.002 0.000 0.007 1.733 0.003 0.002 0.000 0.007 1.778 0.003 0.002 0.000 0.007 1.822 0.003 0.002 0.000 0.007 1.867 0.003 0.002 0.000 0.007 1.911 0.003 0.002 0.000 0.007 1.956 0.003 0.002 0.000 0.007 2.000 0.003 0.002 0.000 0.007 2.044 0.003 0.002 0.000 0.007 2.089 0.003 0.002 0.000 0.007 2.133 0.003 0.002 0.000 0.007 2.176 0.003 0.002 0.000 0.007 2.222 0.003 0.002 0.000 0.007 2.267 0.003 0.002 0.000 0.007 2.311 0.003 0.002 0.000 0.007 2.356 0.003 0.002 0.000 0.007 2.400 0.003 0.002 0.000 0.007 2.444 0.003 0.003 0.000 0.007 2.489 0.003 0.003 0.000 0.007 2.533 0.003 0.003 0.000 0.007 2.578 0.003 0.003 0.000 0.007 2.622 0.003 0.003 0.000 0.007 2.667 0.003 0.003 0.000 0.007 2.711 0.003 0.003 0.000 0.007 2.756 0.003 0.003 0.000 0.007 2.800 0.003 0.003 0.000 0.007 2.844 0.003 0.003 0.000 0.007 2.889 0.003 0.003 0.000 0.007 2.933 0.003 0.003 0.000 0.007 2.978 0.003 0.003 0.000 0.007 3.022 0.003 0.003 0.011 0.007 3.067 0.003 0.003 0.056 0.007 3.111 0.003 0.003 0.120 0.007 3.156 0.003 0.004 0.199 0.007 3.200 0.003 0.004 0.290 0.007 3.244 0.003 0.004 0.392 0.007 3.289 0.003 0.004 0.504 0.007 3.333 0.003 0.004 0.625 0.007 3.378 0.003 0.004 0.754 0.007 3.422 0.003 0.004 0.891 0.007 3.467 0.003 0.005 1.035 0.007 3.511 0.003 0.005 1.186 0.007 3.556 0.003 0.005 1.344 0.007 3.600 0.003 0.005 1.509 0.007 3.644 0.003 0.005 1.679 0.007 3.689 0.003 0.005 1.856 0.007 3.733 0.003 0.005 2.039 0.007 3.778 0.003 0.005 2.227 0.007 3.822 0.003 0.006 2.420 0.007 3.867 0.003 0.006 2.619 0.007 3.911 0.003 0.006 2.823 0.007 3.956 0.003 0.006 3.032 0.007 4.000 0.003 0.006 3.246 0.007 Name Basin 2 - North Driveway & Access Road Bypass: No GroundWater: No Pervious Land Use Acres A B, Forest, Mod .219 Impervious Land Use Acres Element Flows To: Surface MITIGATED LAND USE Interflow ANALYSIS RESULTS Groundwater Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.000045 ' 5 year 0.000047 10 year 0.000047 25 year 0.000048 50 year 0.000065 100 year 0.000132 ' Flow Frequency Return Periods for Mitigated. POC #1 i qu cY g Return Period Flow(cfs) 2 year 0 5 year 0 10 year 0 ' 25 year 0 50 year 0 100 year 0 ' Yearly Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1941 0.000 0.000 ' 1942 0.000 0.000 1943 0.000 0.000 1944 0.000 0.000 1945 0.000 0.000 ' 1946 0.000 0.000 1947 0.000 0.000 1948 0.000 0.000 1949 0.000 0.000 1950 0.000 0.000 r 1951 0.000 0.000 1952 0.000 0.000 1953 0.000 0.000 1954 0.000 0.000 ' 1955 0.000 0.000 1956 0.000 0.000 1957 0.000 0.000 1958 0.000 0.000 1959 0.000 0.000 1960 0.000 0.000 1961 0.000 0.000 1962 r 0.000 0.000 1963 0.000 0.000 1964 0.000 0.000 1965 0.000 0.000 ' 1966 0.000 0.000 1967 0.000 0.000 1968 0.000 0.000 1969 0.000 0.000 ' 1970 0.000 0.000 1971 0.000 0.000 1972 0.000 0.000 1973 0.000 0.000 1974 0.000 0.000 1975 0.000 0.000 1976 0.000 0.010 ' 1977 0.000 0.000 1978 0.000 0.000 1979 0.000 0.000 1980 0.000 0.000 1981 0.000 0.000 1982 0.000 0.000 1983 0.000 0.000 1984 0.000 0.000 ' 1985 0.000 0.000 1986 0.000 0.000 1917 0.000 0.000 1988 0.000 0.000 1989 0.000 0.000 1990 0.000 0.000 1991 0.000 0.000 1992 0.000 0.000 1993 0.000 0.000 1994 0.000 0.000 1995 0.000 0.000 ' 1996 0.000 0.000 1997 0.000 0.000 1998 0.000 0.000 1999 0.000 0.000 ' 2000 0.000 0.000 2001 0.000 0.000 2002 0.000 0.000 2003 0.000 0.000 2004 0.000 0.000 2005 r 0.000 0.000 r 2001 0.000 0.000 2007 0.000 0.000 2008 0.000 0.000 2009 0.000 0.000 2010 0.000 0.000 2011 0.000 0.000 2012 0.000 0.000 2013 0.000 0.000 2014 0.000 0.000 2015 0.000 0.000 2016 0.000 0.000 2017 0.000 0.000 2018 0.000 0.000 2019 0.000 0.000 2020 0.000 0.000 2021 0.000 0.000 2022 0.000 0.000 ' 2023 0.000 0.000 2024 0.000 0.000 2025 0.000 0.000 2026 0.000 0.000 ' 2027 0.000 0.000 2028 0.000 0.000 2029 0.000 0.000 2030 0.000 0.000 2031 0.000 0.000 2032 0.000 0.000 2033 0.000 0.000 2034 0.000 0.000 2035 0.000 0.000 2036 0.000 0.000 2037 0.000 0.000 2038 0.000 0.000 2039 0.000 0.000 2040 0.000 0.000 2041 0.000 0.000 2042 0.000 0.000 2043 0.000 0.000 2044 0.000 0.000 2045 0.000 0.000 2046 0.000 0.000 2047 0.000 0.000 2041 0.000 0.000 2049 0.000 0.000 2050 0.000 0.000 2051 0.000 0.000 2052 0.000 0.000 2053 0.000 0.000 2054 0.000 0.000 2055 0.000 0.000 2056 0.000 0.000 ' 2057 0.000 0.000 2058 0.000 0.000 2059 0.000 0.000 2060 0.000 0.000 2061 0.000 0.000 2062 r 0.000 0.000 2063 0.000 0.000 " 2064 0.000 0.000 2065 0.000 0.000 2066 0.000 0.000 2067 0.000 0.000 2068 0.000 0.000 2069 0.000 0.000 2070 0.000 0.000 2071 0.000 0.000 2072 0.000 0.000 2073 0.000 0.000 2074 0.000 0.000 2075 0.000 0.000 2076 0.000 0.000 2077 0.000 0.000 2078 0.000 0.000 2079 0.000 0.000 2080 0.000 0.000 2081 0.000 0.000 2082 0.000 0.000 2083 0.000 0.000 2084 0.000 0.000 2085 0.000 0.000 2086 0.000 0.000 2087 0.000 0.000 2088 0.000 0.000 2089 0.000 0.000 2090 0.000 0.000 2091 0.000 0.000 2092 0.000 0.000 2093 0.000 0.000 2094 0.000 0.000 2095 0.000 0.000 2096 0.000 0.000 2097 0.000 0.000 2098 0.000 0.000 Ranked Yearly Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0001 0.0001 2 0.0001 0.0000 3 0.0001 0.0000 4 0.0000 0.0000 5 0.0000 0.0000 6 0.0000 0.0000 7 0.0000 0.0000 8 0.0000 0.0000 9 0.0000 0.0000 10 0.0000 0.0000 11 0.0000 0.0000 12 0.0000 0.0000 13 0.0000 0.0000 14 0.0000 0.0000 15 0.0000 0.0000 16 0.0000 0.0000 17 0.0000 0.0000 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 15 0.0000 0.0000 76 0.0000 0.0000 77 0.0000 0.0000 78 0.0000 0.0000 79 0.0000 0.0000 80 0.0000 0.0000 t 81 0.0000 0.0000 82 0.0000 0.0000 83 0.0000 0.0000 84 0.0000 0.0000 85 0.0000 0.0000 86 0.0000 0.0000 87 0.0000 0.0000 88 0.0000 0.0000 89 0.0000 0.0000 90 0.0000 0.0000 91 0.0000 0.0000 92 0.0000 0.0000 93 0.0000 0.0000 94 0.0000 0.0000 95 0.0000 0.0000 ' 96 0.0000 0.0000 97 0.0000 0.0000 98 0.0000 0.0000 99 0.0000 0.0000 100 0.0000 0.0000 101 0.0000 0.0000 102 0.0000 0.0000 103 0.0000 0.0000 104 0.0000 0.0000 105 0.0000 0.0000 106 0.0000 0.0000 107 0.0000 0.0000 108 0.0000 0.0000 109 0.0000 0.0000 110 0.0000 0.0000 111 0.0000 0.0000 112 0.0000 0.0000 113 0.0000 0.0000 114 0.0000 0.0000 115 0.0000 0.0000 116 0.0000 0.0000 117 0.0000 0.0000 118 0.0000 0.0000 119 0.0000 0.0000 120 0:0000 0.0000 121 0.0000 0.0000 ' 122 0.0000 0.0000 123 0.0000 0.0000 124 0.0000 0.0000 125 0.0000 0.0000 126 0.0000 0.0000 127 0.0000 0.0000 128 0.0000 0.0000 129 0.0000 0.0000 130 0.0000 0.0000 131 0.0000 0.0000 112 0.0000 0.0000 133 0.0000 0.0000 134 0.0000 0.0000 135 0.0000 0.0000 136 0.0000 0.0000 137 0.0000 0.0000 ' 138 0.0000 0.0000 139 0.0000 0.0000 140 0.0000 0.0000 141 0.0000 0.0000 142 0.0000 0.0000 143 0.0000 0.0000 144 0.0000 0.0000 145 0.0000 0.0000 146 0.0000 0.0000 147 0.0000 0.0000 148 0.0000 0.0000 149 0.0000 0.0000 150 0.0000 0.0000 151 0.0000 0.0000 152 0.0000 0.0000 ' 153 0.0000 0.0000 154 0.0000 0.0000 155 0,0000 0.0000 156 0.0000 0.0000 157 0.0000 0.0000 158 0.0000 0.0000 POC #1 The Facility PASSED The Facility PASSED. Flow(CFS) Predev Dev Percentage Pass/Fail 0.0000 3189 2 0 Pass 0.0000 3077 2 0 Pass 0.0000 2965 2 0 Pass 0.0000 2848 2 0 Pass 0.0000 2760 2 0 Pass 0.0000 2681 2 0 Pass 0.0000 2589 2 0 Pass 0.0000 2454 2 0 Pass 0.0000 2357 2 0 Pass 0.0000 2281 2 0 Pass 0.0000 2198 2 0 Pass 0.0000 2108 2 0 Pass 0.0000 2040 2 0 Pass 0.0000 1956 2 0 Pass 0.0000 1879 2 0 Pass 0.0000 1805 2 0 Pass 0.0000 1730 2 0 Pass 0.0000 1676 2 0 Pass 0.0000 1607 2 0 Pass 0.0000 1548 2 0 Pass 0.0000 1487 2 0 Pass 0.0000 1419 2 0 Pass r 0.0000 1313 2 0 Pass 0.0000 1318 2 0 Pass 0.0000 1262 2 0 Pass 0.0000 1204 2 0 Pass 0.0000 1151 2 0 Pass 0.0000 1099 2 0 Pass 0.0000 1038 2 0 Pass 0.0000 994 2 0 Pass 0.0010 951 2 0 Pass 0.0000 914 2 0 Pass r 0.0000 874 2 0 Pass 0.0000 826 2 0 Pass 0.0000 783 2 0 Pass 0.0000 733 2 0 Pass 0.0000 689 2 0 Pass 0.0000 654 2 0 Pass 0.0000 620 2 0 Pass 0.0000 579 2 0 Pass 0.0000 553 2 0 Pass 0.0000 509 2 0 Pass 0.0000 479 2 0 Pass 0.0000 452 2 0 Pass 0.0000 421 2 0 Pass 0.0000 382 2 0 Pass 0.0000 357 2 0 Pass 0.0000 328 2 0 Pass 0.0000 297 2 0 Pass 0.0000 275 2 0 Pass r 0.0000 250 2 0 Pass 0.0000 209 2 0 Pass 0.0000 172 2 1 Pass 0.0000 141 2 1 Pass 0.0000 112 2 1 Pass 0.0000 87 2 2 Pass 0.0000 69 2 2 Pass 0.0000 42 2 4 Pass 0.0000 28 2 7 Pass 0.0000 11 2 18 Pass 0.0000 11 2 18 Pass 0.0000 11 2 18 Pass 0.0000 11 2 18 Pass 0.0000 10 2 20 Pass 0.0000 10 2 20 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0101 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 �r 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 8 2 25 Pass 0.0001 8 2 25 Pass 0.0001 8 2 25 Pass 0.0001 8 2 25 Pass 0.0001 8 2 25 Pass 0.0001 8 2 25 Pass 0.0001 7 2 28 Pass 0.0001 7 2 28 Pass 0.0001 7 2 28 Pass 0.0001 7 2 28 Pass 0.0001 7 2 28 Pass 0.0001 7 2 28 Pass 0.0001 7 2 28 Pass 0.0001 6 2 33 Pass 0.0001 6 2 33 Pass 0.0001 6 2 33 Pass 0.0001 6 2 33 Pass 0.0001 6 2 33 Pass 0.0001 6 2 33 Pass 0.0001 6 2 33 Pass Water Quality BMP Flow and Volume for POC 1. On-line facility volume: 0.0295 acre-feet On-line facility target flow: 0.01 cfs. Adjusted for 15 min: 0.049 cfs. Off-line facility target flow: 0.0246 cfs. Adjusted for 15 min: 0.0278 cfs. Flow Frequency Return Periods for Predeveloped. POC #2 Return Period Flow(cfs) 2 year 0.000042 5 year 0.000043 10 year 0.000044 25 year 0.000044 50 year 0.000061 100 year 0.000122 Flow Frequency Return Periods for Mitigated. POC #2 Return Period Flow(cfs) 2 year 0 5 year 0 10 year 0 25 year 0 50 year 0 100 year 0 Yearly Peaks for Predeveloped and Mitigated. POC #2 Year Predeveloped Mitigated 1941 0.000 0.000 1942 0.000 0.000 1943 0.000 0.000 1944 0.000 0.000 1945 0.000 0.000 1946 0.000 0.000 1947 0.000 0.000 1948 0.000 0.000 1949 0.000 0.000 1950 0.000 0.000 1951 0.000 0.000 I� 1152 0.000 0.000 1953 0.000 0.000 1954 0.000 0.000 1955 0.000 0.000 1956 0.000 0.000 1957 0.000 0.000 1958 0.000 0.000 1959 0.000 0.000 1960 0.000 0.000 1961 0.000 0.000 1962 0.000 0.000 1963 0.000 0.000 1964 0.000 0.000 1965 0.000 0.000 1966 0.000 0.000 1967 0.000 0.000 1968 0.000 0.000 1969 0.000 0.000 1970 0.000 0.000 1971 0.000 0.000 1972 0.000 0.000 1973 0.000 0.000 1974 0.000 0.000 1975 0.000 0.000 1976 0.000 0.000 1977 0.000 0.000 1978 0.000 0.000 1979 0.000 0.000 1980 0.000 0.000 1981 0.000 0.000 1982 0.000 0.000 1983 0.000 0.000 1984 0.000 0.000 1985 0.000 0.000 1986 0.000 0.000 1987 0.000 0.000 1988 0.000 0.000 1989 0.000 0.000 1990 0.000 0.000 1991 0.000 0.000 1992 0.000 0.000 1993 0.000 0.000 1994 0.000 0.000 1995 0.000 0.000 1996 0.000 0.000 1997 0.000 0.000 1998 0.000 0.000 1999 0.000 0.000 2000 0.000 0.010 2001 0.000 0.000 2002 0.000 0.000 2003 0.000 0.000 2004 0.000 0.000 2005 0.000 0.000 2006 0.000 0.000 2007 0.000 0.000 2008 0.000 0.000 2009 0.000 0.000 2010 0.000 0.000 2011 0.000 0.000 2012 0.000 0.000 2013 0.000 0.000 2014 0.000 0.000 2015 0.000 0.000 2016 0.000 0.000 2017 0.000 0.000 2018 0.000 0.000 2019 0.000 0.000 2020 0.000 0.000 2021 0.000 0.000 2022 0.000 0.000 2023 0.000 0.000 2024 0.000 0.000 2025 0.000 0.000 2026 0.000 0.000 2027 0.000 0.000 2028 0.000 0.000 2029 0.000 0.000 2030 0.000 0.000 2031 0.000 0.000 2032 0.000 0.000 2033 0.000 0.000 2034 0.000 0.000 2035 0.000 0.000 2036 0.000 0.000 2037 0.000 0.000 2031 0.000 0.000 2039 0.000 0.000 2040 0.000 0.000 2041 0.000 0.000 2042 0.000 0.000 2043 0.000 0.000 2044 0.000 0.000 2045 0.000 0.000 2046 0.000 0.000 2047 0.000 0.000 2048 0.000 0.000 2049 0.000 0.000 2050 0.000 0.000 2051 0.000 0.000 2052 0.000 0.000 2053 0.000 0.000 2054 0.000 0.000 2055 0.000 0.000 2056 0.000 0.000 2057 0.000 0.000 2058 0.000 0.000 2059 0.000 0.000 2060 0.000 0.000 2061 0.000 0.000 2062 0.000 0.000 2063 0.000 0.000 2064 0.000 0.000 2065 0.000 0.000 2066 0.000 0.000 2067 0.000 0.000 2068 0.000 0.000 2069 0.000 0.000 2070 0.000 0.000 2071 0.000 0.000 2072 0.000 0.000 2073 0.000 0.000 2074 0.000 0.000 2075 0.000 0.000 2076 0.000 0.000 ' 2077 0.000 0.000 2078 0.000 0.000 2079 0.000 0.000 2080 0.000 0.000 2081 0.000 0.000 2082 0.000 0.000 2083 0.000 0.000 2084 0.000 0.000 208 0.000 0.000 2086 0.000 0.000 2087 0.000 0.000 2088 0.000 0.000 2089 0.000 0.000 2090 0.000 0.000 2091 0.000 0.000 2092 0.000 0.000 2093 0.000 0.000 2094 0.000 0.000 2095 0.000 0.000 2096 0.000 0.000 2097 0.000 0.000 2098 0.000 0.000 Ranked Yearly Peaks for Predeveloped and Mitigated. PM #2 Rank Predeveloped Mitigated 1 0.0001 0.0000 2 0.0001 0.0000 3 0.0001 0.0000 4 0.0000 0.0000 5 0.0000 0.0000 6 0.0000 0.0000 7 0.0000 0.0000 8 0.0000 0.0000 9 0.0000 0.0000 10 0.0000 0.0000 11 0.0000 0.0000 12 0.0000 0.0000 13 0.0000 0.0000 14 0.0000 0.0000 15 0.0000 0.0000 16 0.0000 0.0000 17 0.0000 0.0000 18 0.0000 0.0000 19 0.0000 0.0000 20 0.0000 0.0000 21 0.0000 0.0000 22 0.0000 0.0000 23 0.0000 0.0000 24 0.0000 0.0000 25 0.0000 0.0000 26 0.0000 0.0000 27 0.0000 0.0000 28 0.0000 0.0000 29 0.0000 0.0000 30 0.0000 0.0000 31 0.0000 0.0000 32 0.0000 0.0000 33 0.0000 0.0000 34 0.0000 0.0000 35 0.0000 0.0000 36 0.0000 0.0000 37 0.0000 0.0000 38 0.0000 0.0000 39 0.0000 0.0000 40 0.0000 0.0000 41 0.0000 0.0000 42 0.0000 0.0000 43 0.0000 0.0000 44 0.0000 0.0000 45 0.0000 0.0000 46 0.0000 0.0000 47 0.0000 0.0000 48 0.0000 0.0000 49 0.0000 0.0000 50 0.0000 0.0000 51 0.0000 0.0000 52 0.0000 0.0000 53 0.0000 0.0000 54 0.0000 0.0000 55 0.0000 0.0000 56 0.0000 0.0000 57 0.0000 0.0000 58 0.0000 0.0000 59 0.0000 0.0000 60 0.0000 0.0000 61 0.0000 0.0000 62 0.0000 0.0000 63 0.0000 0.0000 64 0.0000 0.0000 65 0.0000 0.0000 66 0.0000 0.0000 67 0.0000 0.0000 68 0.0000 0.0000 69 0.0000 0.0000 70 0.0000 0.0000 71 0.0000 0.0000 72 0.0000 0.0000 73 0.0000 0.0000 74 0.0000 0.0000 75 0.0000 0.0000 76 0.0000 0.0000 77 0.0000 0.0000 78 0.0000 0.0000 79 0.0000 0.0000 80 0.0000 0.0000 81 0.0000 0.0000 82 0.0000 0.0000 83 0.0000 0.0000 84 0.0000 0.0000 85 0.0000 0.0000 86 0.0000 0.0000 87 0.0000 0.0000 88 0.0000 0.0000 �1 89 0.0000 0.0000 90 0.0000 0.0000 91 0.0000 0.0000 92 0.0000 0.0000 93 0.0000 0.0000 ' 94 0.0000 0.0000 95 0.0000 0.0000 96 0.0000 0.0000 97 0.0000 0.0000 98 0.0000 0.0000 99 0.0000 0.0000 100 0.0000 0.0000 101 0.0000 0.0000 102 0.0000 0.0000 103 0.0000 0.0000 104 0.0000 0.0000 105 0.0000 0.0000 106 0.0000 0.0000 107 0.0000 0.0000 108 0.0000 0.0000 109 0.0000 0.0000 110 0.0000 0.0000 11 0.0000 0.0000 112 0.0000 0.0000 113 0.0000 0.0000 114 0.0000 0.0000 115 0.0000 0.0000 116 0.0000 0.0000 117 0.0000 0.0000 118 0.0000 0.0000 119 0.0000 0.0000 120 0.0000 0.0000 121 0.0000 0.0000 122 0.0000 0.0000 123 0.0000 0.0000 124 0.0000 0.0000 125 0.0000 0.0000 126 0.0000 0.0000 127 0.0000 0.0000 128 0.0000 0.0000 129 0.0000 0.0000 130 0.0000 0.0000 131 0.0000 0.0000 132 0.0000 0.0000 133 0.0000 0.0000 134 0.0000 0.0000 135 0.0000 0.0000 136 0.0000 0.0000 137 0.0000 0.0000 138 0.0000 0.0000 139 0.0000 0.0000 140 0.0000 0.0000 141 0.0000 0.0000 142 0.0000 0.0000 143 0.0000 0.0000 144 0.0000 0.0000 145 0.0000 0.0000 146 0.0000 0.0000 147 0.0000 0.0000 148 0.0000 0.0000 149 0.0000 0.0000 150 0.0000 0.0000 151 0.0000 0.0000 152 0.0000 0.0000 153 0.0000 0.0000 154 0.0000 0.0000 155 0.0000 0.0000 156 0.0000 0.0000 157 0.0000 0.0000 158 0.0000 0.0000 PM #2 The Facility PASSED The Facility PASSED. Flow(CFS) Predev Dev Percentage Pass/Fail 0.0000 3153 0 0 Pass 0.0000 3028 0 0 Pass 0.0000 2904 0 0 Pass 0.0000 2814 0 0 Pass 0.0000 2733 0 0 Pass 0.0000 2640 0 0 Pass 0.0000 2532 0 0 Pass 0.0000 2413 0 0 Pass 0.0000 2324 0 0 Pass 0.0000 2238 0 0 Pass 0.0000 2164 0 0 Pass 0.0000 2081 0 0 Pass 0.0000 1996 0 0 Pass 0.0000 1926 0 0 Pass 0.0000 1849 0 0 Pass 0.0000 1768 0 0 Pass 0.0000 1701 0 0 Pass 0.0000 1645 0 0 Pass 0.0000 1575 0 0 Pass 0.0000 1519 0 0 Pass 0.0000 1458 0 0 Pass 0.0000 1402 0 0 Pass 0.0000 1341 0 0 Pass 0.0000 1292 0 0 Pass 0.0000 1238 0 0 Pass 0.0000 1165 0 0 Pass 0.0000 1105 0 0 Pass 0.0000 1048 0 0 Pass 0.0000 1004 0 0 Pass 0.0000 961 0 0 Pass 0.0000 924 0 0 Pass ' 0.0000 886 0 0 Pass 0.0000 828 0 0 Pass 0.0000 785 0 0 Pass 0.0000 751 0 0 Pass ' 0.0000 697 0 0 Pass 0.0000 658 0 0 Pass 0.0000 625• 0 0 Pass 0.0000 592 0 0 Pass 0.0000 555 0 0 Pass 0.0000 518 0 0 Pass 0.0000 484 0 0 Pass ' 0.0000 457 0 0 Pass 0.0000 424 0 0 Pass 0.0000 387 0 0 Pass 0.0000 361 0 0 Pass ' 0.0000 329 0 0 Pass 0.0000 302 0 0 Pass 0.0000 279 0 0 Pass 0.0000 251 0 0 Pass ' 0.0000 201 0 0 Pass 0.0000 170 0 0 Pass 0.0000 135 0 0 Pass 0.0000 107 0 0 Pass 0.0000 86 0 0 Pass 0.0000 64 0 0 Pass 0.0000 41 0 0 Pass 0.0000 20 0 0 Pass 0.0000 11 0 0 Pass 0.0000 11 0 0 Pass 0.0000 11 0 0 Pass 0.0000 11 0 0 Pass 0.0000 10 0 0 Pass 0.0000 10 0 0 Pass 0.0000 9 0 0 Pass ' 0.0000 9 0 0 Pass 0.0000 9 0 0 Pass 0.0000 9 0 0 Pass 0.0000 9 0 0 Pass 0.0000 9 0 0 Pass 0.0000 9 0 0 Pass 0.0000 9 0 0 Pass ' 0.0001 9 0 0 Pass 0.0001 9 0 0 Pass 0.0001 9 0 0 Pass 0.0001 9 0 0 Pass ' 0.0001 9 0 0 Pass 0.0001 9 0 0 Pass 0.0001 9 0 0 Pass 0.0001 8 0 0 Pass ' 0.0001 8 0 0 Pass 0.0001 8 0 0 Pass 0.0001 8 0 0 Pass ' 0.0001 8 0 0 Pass 0.0001 7 0 0 Pass 0.0001 7 0 0 Pass 0.0001 7 0 0 Pass 0.0001 7 0 0 Pass ' 0.0001 7 0 0 Pass 0.0001 7 0 0 Pass 0.0001 7 0 0 Pass 0.0001 6 0 0 Pass ' 0.0001 6 0 0 Pass 0.0001 6 0 0 Pass 0.0001 6 0 0 Pass ' 0.0001 6 0 0 Pass 0.0001 6 0 0 Pass 0.0001 6 0 0 Pass 0.0001 0.0001 6 6 0 0 0 0 Pass Pass Water Quality BMP Flow and Volume for POC 2. On-line facility volume: 0.0067 acre-feet On-line facility target flow: 0.01 cfs. Adjusted for 15 min: 0 cfs. Off-line facility target flow: 0.0057 cfa. Adjusted for 15 min: 0 cfs. Perind and Impind Changes No changes have been made. . This program and accompanying documentation is provided 'as -is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by the user. Clear Creek Solutions and the Washington State Department of Ecology disclaims 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 and/or the Washington State Department of Ecology 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 or the Washington State Department of Ecology has ' been advised of the possibility of such damages. Infiltration Trench "B" Total Impervious Areas: 1,887 SF (0.0433 Ac.) Primary Concrete Driveway 1,887 SF (0.0433 Ac.) Asphalt Approach Bypass to Trench "C" 265 SF (0.0061 Ac.) File Edit View Help Ik 2?1 61 49 W FW1 i�Eg Basin I - Aorth Lot Mitigated A Subbasin Name Basin 2 -North Designate as Bypass for POC: Surface Interflow Groundwater Flows To [Infiltration Trench "B" lInfiltration Trench Area in Basin F-w w 0 S- 'e"ie- I ...................... r .... . ........... Available Pervious Available Impervious DRIVEWAYS MOD _j 1.0433 PerviousTotal Acres Impervious Total FO-0-43-3-----Acres Basin Total 10.0433 ----7Acies Deselect Zero Select By_( GO > Lovell-Saueriand and Associates Drainage Report LSA No. 5316 I Et=- Lambrecht Short Plat North Lot January, 2015 M r E3 - File Edit View Help x d Far' `ft iil [3 Fel Facility Name Infiltration Trench'B" Outlet 1 Outlet 2 Outlet 3 Downstream Connection p 0 Facility Type Gravel Trench/Bed Precipitation Applied to Facility Quick Trench (E vaparaticn Applied to Fac�i Facility Bottom Elevation (11) 0 Facility Dimensions Trench Length 118 Outlet Structure Trench Bottom Width ® Riser Height (ft) 4 _ Effective Total Depth 15 Riser Diameter(in) Bottom slope of Trench p ppg Riser Type Flat Left Side Slope 0 Notch Type Right Side Slope 0 Material Layers for Layer 1 Thickness [ft) ® Orifice Diameter Height OMax Layer 1 porosity 0.35 Number (In) (Ft) (CIS) Layer 2 Thickness (ft) p 1 '0 i0 0 Layer 2 porosity © 2 10 0 Layer 3 Thickness [ft) 3 O 0 = 0 Layer 3 porosity r—* Infiltration YES Trench Volume at Riser Head (acre-ft) .005 Measured Infiltration Rate (in/hr) 10.-..._ Pond Increment 0.10 Infiltration Reduction Factor0.25 - _: Show Pond Table Open Table — Use Wetted Surface Area (sidewalls) ;NO -'_- Total Volume Infiltrated(acre-ft) 16.813 Total Volume Through Facility(acre-ft) 16.813 Total Volume Through Riser(acre-ft) 0 Percent Infiltrated 100 1 /3/2015 3:04 PM Trench Length = 18.0 ft. Trench Width = 8.0 ft. Depth of Trench = 4.0 ft. Measured Infiltration Rate = 10.3 in/hr Infiltration Reduction Factor = 0.25 (Safety Factor = 4) Design Infiltration rate of underlying soil = 2.57 in/hr Infiltration rate used = 2.5 in/hr Porosity = 35% Percent of runoff Infiltrated = 100% Lovell-Sauertand and Associates Drainage Report L SA No. 5316 44_] Lambrecht Short Plat North Lot January, 2015 Storage Volume provided: = Trench Length x Trench Width x Trench Depth x Porosity = 18.0 ft. x 8.0 ft. x 4.0 ft. x 0.35 = 201 cf Required bottom area for a 3.0' deep rock trench = 18' x 8' = 144 sf Flow Frequency Analysis In-h-MAIMNIMIL-SM] xil NUC 1 Pim Frequency ® 1 sssl0E Flm(CFS) Predeveloped Mitigated 2 Year - 0.0000 0.0000 5 Year 0.0000 0.0000 10 Year - 0.0000 0.00% U 10E 25 Year 0.0000 0.0000 50 Year 0.0001 0.0000 100 Year 0.0001 0.0000 aearly Peaks J 1DE 1 1940 0.0000 0.0000 1941 0.0000 0.0000 1942 0.0000 0.0000 1943 0.0000 D.000D 1944 0.0000 0.0000 1OE_ 1943 0.0000 0.0000 1 10 20 30 40 50 60 70 80 90 99 1946 0.0000 0.0000 Cumulative Probability 1947 0.0000 0.0000 1948 0.0000 0.0000 1949 0.0000 0.0000 Dr+ Flow Frequency Water DuaEty Hyd°gr°ph Welland Fluctuation 1950 D.0000 0.0000 1951 0.0000 0.0000 �2B datasets 1952 0.0000 0.0000 .1 1953 0.0000 0.0000 iuiiilxlianwA1954 0.0000 0.0000 1955 0.0000 0.0000 1956 0.0000 0.0000 1957 0.0000 0.0000 1958 0.0000 0.0000 _ 1959 0.0000 0.0000 196 0.0000 O.0 1X0 1 0.0000 0.000000D Al Datawto Fbw Stage Reap Evap !! pD�J POC 2 Flood Frequency Method 1962 1963 0.0000 0.0000 0.0000 0.0000 ( Log Pearson Type III 179 1964 0.0000 0.0000 r WebtA 1965 0.0000 0.0000 r Dine laFa n nnnn n nnnn r Gringorten 1 /3/2015 1 3:08 PM The analysis shows that no flow is released for the 100-year event, thus the facility is infiltrating practically 100% of its received runoff. Lovell-Sauerland and Associates Lambrecht Short Plat Drainage Report North Lot LSA No. 5316 LMF1 January, 2015 File Edt View Help _ 51 % I� 1003iltrationTrench "B" Stage Freuency q ® 10E 1 (feet) 1003 2 Year = 0.4705 5 Year = 0.8116 10 Year 1.1293 25 Year = 1.7802 10E 0 50 Year - 2.1610 100 Year = 2.6269 Yearly Peaks 1940 0.5443 10E-1 9 1941 0.5743 1942 0.6626 1943 0.1927 1944 0.3191 10E_ 1945 0.4936 1 10 20 30 40 50 60 70 80 90 99 1946 0.2019 194 0. Cumulative Probability 1948 0.4140140 1949 0.4489 Durations Flow Frequency Water Quality Hydrograph Wetland Fluctuation 1950 1.7219 1951 0.2647 Analyze datasets 1952 2.1269 l p 19IM.1953 0.7916 1007 iveway S Access Road STAGE Mitigated 1954 0.2566 1955 0.1753 1956 0.3535 1957 0.1359 1958 0.4013 1959 0.1733 1960 0.4413 1961 0.4478 AO Datasets Flow StageFPF;;�j Evap POC 11 POC 2 Fbod Frequency Method 196 7454 0.311 1963 0.1311 f . Lag Pearson Type III 17B 1964 0.6215 C" WeibuO 1965 0.5322 w - Cunnane s aFs n s 91ir (- Grirgorten 1/3/2015 13:09 PM Lovell-Sauerland and Associates Lambrecht Short Plat Drainage Report North Lot ' LSA No. 5316 L=UR January, 2015 I" W DOE 2005 Volume III 3.3.7 48-hour drawdown analysis Requirement: `for an infiltration trench designed for treatment flow purposes, document that the 91st percentile, 24-hour runoff volume can infiltrate through the infiltration basin surface within r 48 hours' Step l: Calculate the 91st percentile, 24-hour runoff volume with WWHM3: File Edit View Help _ x n Water Quality -- Run Analysis. Durations Flow Frequency Water Quay Hydrograph Wetland Fluctuation Analyze datasets 1PugetEast36Evap 2 Puget East 36 Precip 501 POC 1 Predeveloped flow 502 POC 2 PtedeveloDed flow 702Inflow to POC 2 Mitigated 801 POC 1 Mitigated flow 802 POC 2 Mitigated flow v Au Datasets Flow Stage IT Precip Evap POC) POC 2 Flood Frequency Method Log Pearson Type III 178 Weibul Cunnane • Gringorten 1/3/2015 3'12 PM Step 2: Calculate the volume drawdown in 48-hours Volume = trench area x infiltration rate (in/hr) x 48 hr = = 144 sf x (2.5 in/hr) x (1 ft/12in) x 48 hr = 1,440 cf > 1,70 cf (0.0039 ac-ft) <ok> Lovell-Sauerland and Associates LambrechtShort Plat Drainage Report North Lot LSA No. 5316 L$F1 January, 2015 1 CI COPY �� MAR 16 2015 Western Washington Hydrology Model BUILDING DEPARUMENT PROJECT REPORT CITY OF EDMONDS Project Name: default Site Address: 9221 Oylmpic View Drive City Edmonds Report Date 3/4/2015 MGS Regoin Puget East Data Start 1939/10/1 Data End 2097/08/31 DOT Data Number: 03 WWHM3 Version: PREDEVELOPED LAND USE Name Basin 1 Bypass: No GroundWater: No Pervious Land Use A B, Forest, Mod Impervious Land Use Acres .2995 Acres Element Flows To: Surface Interflow Name Basin 1 Bypass: No Groundwater: No Pervious Land Use Acres Groundwater Impervious Land Use Acres DRIVEWAYS MOD 0.0433 SIDEWALKS MOD 0..0021 Front Porch/Stairway Element Flows To: Surface Interflow Groundwater Infiltration Trench "B", Infiltration Trench "B", Name Infiltration Trench "B" Bottom Length: 18ft. Bottom Width : 8ft. Trench bottom slope 1: 0.005 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 Material thickness of second layer : 0 Pour Space of material for second layer Material thickness of third layer : 0 Pour Space of material for third layer Infiltration On Infiltration rate : 10 Infiltration saftey factor : 0.25 Discharge Structure Riser Height: 4 ft. Riser Diameter: 4 in. Element Flows To: Outlet 1 Outlet 2 0.35 u C Gravel Trench Bed Hydraulic Table Stage(ft) Area(acr) Volume(acr-ft) Dschrg(cfs) Infilt(cfs) 0.000 0.003 0.000 0.000 0.000 0.056 0.003 0.000 0.000 0.008 0.111 0.003 0.000 0.000 0.008 0.167 0.003 0.000 0.000 0.008 0.222 0.003 0.000 0.000 0.008 0.278 0.003 0.000 0.000 0.008 0.333 0.003 0.000 0.000 0.008 0.389 0.003 0.000 0.000 0.008 0.444 0.003 0.001 0.000 0.008 0.500 0.003 0.001 0.000 0.008 0.556 0.003 0.001 0.000 0.008 0.611 0.003 0.001 0.000 0.008 0.667 0.003 0.001 0.000 0.008 0.722 0.003 0.001 0.000 0.008 0.778 0.003 0.001 0.000 0.008 0.833 0.003 0.001 0.000 0.008 0.889 0.003 0.001 0.000 0.008 0.944 0.003 0.001 0.000 0.008 1.000 0.003 0.001 0.000 0.008 1.056 0.003 0.001 0.000 0.008 1.111 0.003 0.001 0.000 0.008 1.167 0.003 0.001 0.000 0.008 1.222 0.003 0.001 0.000 0.008 1.278 0.003 0.001 0.000 0.008 1.333 0.003 0.002 0.000 0.008 1.389 0.003 0.002 0.000 0.008 1.444 0.003 0.002 0.000 0.008 1.500 0.003 0.002 0.000 0.008 1.556 0.003 0.002 0.000 0.008 1.611 0.003 0.002 0.000 0.008 1.667 0.003 0.002 0.000 0.008 1.722 0.003 0.002 0.000 0.008 1.778 0.003 0.002 0.000 0.008 1.833 0.003 0.002 0.000 0.008 1.889 0.003 0.002 0.000 0.008 1.944 0.003 0.002 0.000 0.008 2.000 0.003 0.002 0.000 0.008 2.056 0.003 0.002 0.000 0.008 2.111 0.003 0.002 0.000 0.008 2.167 0.003 0.003 0.000 0.008 2.222 0.003 0.003 0.000 0.008 2.278 0.003 0.003 0.000 0.008 2.333 0.003 0.003 0.000 0.008 2.389 0.003 0.003 0.000 0.008 2.444 0.003 0.003 0.000 0.008 2.500 0.003 0.003 0.000 0.008 2.556 0.003 0.003 0.000 0.008 2.611 0.003 0.003 0.000 0.008 2.667 0.003 0.003 0.000 0.008 2.722 0.003 0.003 0.000 0.008 2.778 0.003 0.003 0.000 0.008 2.833 0.003 0.003 0.000 0.008 2.889 0.003 0.003 0.000 0.008 2.944 0.003 0.003 0.000 0.008 3.000 0.003 0.003 0.000 0.008 3.056 0.003 0.004 0.000 0.008 3.111 0.003 0.004 0.000 0.008 3.167 0.003 0.004 0.000 0.008 3.222 0.003 0.004 0.000 0.008 3.278 0.003 0.004 0.000 0.008 3.333 0.003 0.004 0.000 0.008 3.389 0.003 0.004 0.000 0.008 3.444 0.003 0.004 0.000 0.008 3.500 0.003 0.004 0.000 0.008 3.556 0.003 0.004 0.000 0.008 3.611 0.003 0.004 0.000 0.008 3.667 0.003 0.004 0.000 0.008 3.722 0.003 0.004 0.000 0.008 3.778 0.003 0.004 0.000 0.008 3.833 0.003 0.004 0.000 0.008 3.889 0.003 0.005 0.000 0.008 3.944 0.003 0.005 0.000 0.008 4.000 0.003 0.005 0.000 0.008 4.056 0.003 0.005 0.043 0.008 4.111 0.003 0.005 0.120 0.008 4.167 0.003 0.005 0.221 0.008 4.222 0.003 0.005 0.340 0.008 4.278 0.003 0.006 0.475 0.008 4.333 0.003 0.006 0.625 0.008 4.389 0.003 0.006 0.787 0.008 4.444 0.003 0.006 0.962 0.008 4.500 0.003 0.006 1.148 0.008 4.556 0.003 0.006 1.344 0.008 4.611 0.003 0.007 1.551 0.008 4.667 0.003 0.007 1.767 0.008 4.722 0.003 0.007 1.993 0.008 4.778 0.003 0.007 2.227 0.008 4.833 0.003 0.007 2.470 0.008 4.889 0.003 0.008 2.721 0.008 4.944 0.003 0.008 2.980 0.008 5.000 0.003 0.008 3.246 0.008 MITIGATED LAND USE ANALYSIS RESULTS Flow Frequency Return Periods for Predeveloped. Return Period Flow(cfs) 2 year 0.000057 5 year 0.000059 10 year 0.00006 25 year 0.00006 50 year 0.000083 100 year 0.000167 Flow Frequency Return Periods for Mitigated. Return Period Flow(cfs) 2 year 0 5 year 0 10 year 0 25 year 0 50 year 0 100 year 0 Yearly Peaks for Predeveloped and Mitigated. Year Predeveloped Mitigated 1941 0.000 0.000 1942 0.000 0.000 1943 0.000 0.000 1944 0.000 0.000 1945 0.000 0.000 1946 0.000 0.000 1947 0.000 0.000 1948 0.000 0.000 1949 0.000 0.000 1950 0.000 0.000 1951 0.000 0.000 1952 0.000 0.000 1953 0.000 0.000 1954 0.000 0.000 1955 0.000 0.000 1956 0.000 0.000 1957 0.000 0.000 1958 0.000 0.000 1959 0.000 0.000 1960 0.000 0.000 1961 0.000 0.000 1962 0.000 0.000 1963 0.000 0.000 1964 0.000 0.000 1965 0.000 0.000 1966 0.000 0.000 POC #1 POC #1 POC #1 100% Infiltrated 1967 0.000 0.000 1968 0.000 0.000 1969 0.000 0.000 1970 0.000 0.000 1971 0.000 0.000 1972 0.000 0.000 1973 0.000 0.000 1974 0.000 0.000 1975 0.000 0.000 1976 0.000 0.000 1977 0.000 0.000 1978 0.000 0.000 1979 0.000 0.000 1980 0.000 0.000 1981 0.000 0.000 1982 0.000 0.000 1983 0.000 0.000 1984 0.000 0.000 1985 0.000 0.000 1986 0.000 0.000 1987 0.000 0.000 1988 0.000 0.000 1989 0.000 0.000 1990 0.000 0.000 1991 0.000 0.000 1992 0.000 0.000 1993 0.000 0.000 1994 0.000 0.000 1995 0.000 0.000 1996 0.000 0.000 1997 0.000 0.000 1998 0.000 0.000 1999 0.000 0.000 2000 0.000 0.000 2001 0.000 0.000 2002 0.000 0.000 2003 0.000 0.000 2004 0.000 0.000 2005 0.000 0.000 2006 0.000 0.000 2007 0.000 0.000 2008 0.000 0.000 2009 0.000 0.000 2010 0.000 0.000 2011 0.000 0.000 2012 0.000 0.000 2013 0.000 0.000 2014 0.000 0.000 2015 0.000 0.000 2016 0.000 0.000 2017 0.000 0.000 2018 0.000 0.000 2019 0.000 0.000 2020 0.000 0.000 2021 0.000 0.000 2022 0.000 0.000 2023 0.000 0.000 2024 0.000 0.000 2025 0.000 0.000 2026 0.000 0.000 2027 0.000 0.000 2028 0.000 0.000 2029 0.000 0.000 2030 0.000 0.000 2031 0.000 0.000 2032 0.000 0.000 2033 0.000 0.000 2034 0.000 0.000 2035 0.000 0.000 2036 0.000 0.000 2037 0.000 0.000 2038 0.000 0.000 2039 0.000 0.000 2040 0.000 0.000 2041 0.000 0.000 2042 0.000 0.000 2043 0.000 0.000 2044 0.000 0.000 2045 0.000 0.000 2046 0.000 0.000 2047 0.000 0.000 2048 0.000 0.000 2049 0.000 0.000 2050 0.000 0.000 2051 0.000 0.000 2052 0.000 0.000 2053 0.000 0.000 2054 0.000 0.000 2055 0.000 0.000 2056 0.000 0.000 2057 0.000 0.000 2058 0.000 0.000 2059 0.000 0.000 2060 0.000 0.000 2061 0.000 0.000 2062 0.000 0.000 2063 0.000 0.000 2064 0.000 0.000 2065 0.000 0.000 2066 0.000 0.000 2067 0.000 0.000 2068 0.000 0.000 2069 0.000 0.000 2070 0.000 0.000 2071 0.000 0.000 2072 0.000 0.000 2073 0.000 0.000 2074 0.000 0.000 2075 0.000 0.000 2076 0.000 0.000 2077 0.000 0.000 2078 0.000 0.000 2079 0.000 0.000 2080 0.000 0.000 2081 2082 2083 2084 2085 2086 2087 2088 2089 2090 2091 2092 2093 2094 2095 2096 2097 2098 Ranked Rank 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Yearly Peaks for Predeveloped 0.0002 0.0002 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001 Predeveloped and Mitigated 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Mitigated. POC #1 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81 82 83 84 85 86 87 88 89 90 91 92 0.0001 0.0000 0.0001 0.0000 0.0001 0.0000 0.0001 0.0000 0.0001 0.0000 0.0001 0.0000 0.0001 0.0000 0.0001 0.0000 0.0001 0.0000 0.0001 0.0.000 0.0001 0.0000 0.0001 0.0000 0.0001 0.0000 0.0001 0.0000 0.0001 0.0000 0.0001 0.0000 0.0001 0.0000 0.0001 0.0000 0.0001 0.0000 0.0001 0.0000 0.0001 0.0000 0.0001 0.0000 0.0001 0.0000 0.0001 0.0000 0.0001 0.0000 0.0001 0.0000 0.0001 0.0000 0.0001 0.0000 0.0001 0.0000 0.0001 0.0000 0.0001 0.0000 0.0001 0.0000 0.0001 0.0000 0.0001 0.0000 0.0001 0.0000 0.0001 0.0000 0.0001 0.0000 0.0001 0.0000 0.0001 0.0000 0.0001 0.0000 0.0001 0.0000 0.0001 0.0000 0.0001 0.0000 0.0001 0.0000 0.0001 0.0000 0.0001 0.0000 0.0001 0.0000 0.0001 0.0000 0.0001 0.0000 0.0001 0.0000 0.0001 0.0000 0.0001 0.0000 0.0001 0.0000 0.0001 0.0000 0.0001 0.0000 0.0001 0.0000 0.0001 0.0000 93 0.0001 0.0000 94 0.0001 0.0000 95 0.0001 0.0000 96 0.0001 0.0000 97 0.0001 0.0000 98 0.0001 0.0000 99 0.0001 0.0000 100 0.0001 0.0000 101 0.0001 0.0000 102 0.0001 0.0000 103 0.0001 0.0000 104 0.0001 0.0000 105 0.0001 0.0000 106 0.0001 0.0000 107 0.0001 0.0000 108 0.0001 0.0000 109 0.0001 0.0000 110 0.0001 0.0000 111 0.0001 0.0000 112 0.0001 0.0000 113 0.0001 0.0000 114 0.0001 0.0000 115 0.0001 0.0000 116 0.0001 0.0000 117 0.0001 0.0000 118 0.0001 0.0000 119 0.0001 0.0000 120 0.0001 0.0000 121 0.0001 0.0000 122 0.0001 0.0000 123 0.0001 0.0000 124 0.0001 0.0000 125 0.0001 0.0000 126 0.0001 0.0000 127 0.0001 0.0000 128 0.0001 0.0000 129 0.0001 0.0000 130 0.0001 0.0000 131 0.0001 0.0000 132 0.0001 0.0000 133 0.0001 0.0000 134 0.0001 0.0000 135 0.0001 0.0000 136 0.0001 0.0000 137 0.0001 0.0000 138 0.0001 0.0000 139 0.0001 0.0000 140 0.0001 0.0000 141 0.0001 0.0000 142 0.0000 0.0000 143 0.0000 0.0000 144 0.0000 0.0000 145 0.0000 0.0000 146 0.0000 0.0000 147 0.0000 0.0000 148 0.0000 0.0000 149 0.0000 0.0000 150 0.0000 0.0000 151 0.0000 0.0000 152 0.0000 0.0000 153 0.0000 0.0000 154 0.0000 0.0000 155 0.0000 0.0000 156 0.0000 0.0000 157 0.0000 0.0000 158 0.0000 0.0000 POC #1 The Facility PASSED The Facility PASSED. Flow(CFS) Predev Dev Percentage Pass/Fail 0.0000 3203 0 0 Pass 0.0000 3093 0 0 Pass 0.0000 2958 0 0 Pass 0.0000 2843 0 0 Pass 0.0000 2760 0 0 Pass 0.0000 2687 .0 0 Pass 0.0000 2572 0 0 Pass 0.0000 2468 0 0 Pass 0.0000 2355 0 0 Pass 0.0000 2277 0 0 Pass 0.0000 2184 0 0 Pass 0.0000 2112 0 0 Pass 0.0000 2025 0 0 Pass 0.0000 1949 0 0 Pass 0.0000 1873 0 0 Pass 0.0000 1802 0 0 Pass 0.0000 1718 0 0 Pass 0.0000 1667 0 0 Pass 0.0000 1598 0 0 Pass 0.0000 1542 0 0 Pass 0.0000 1469 0 0 Pass 0.0000 1418 0 0 Pass 0.0000 1351 0 0 Pass 0.0000 1307 0 0 Pass 0.0000 1249 0 0 Pass 0.0000 1197 0 0 Pass 0.0000 1133 0 0 Pass 0.0000 1081 0 0 Pass 0.0000 1025 0 0 Pass 0.0000 986 0 0 Pass 0.0000 946 0 0 Pass 0.0000 911 0 0 Pass 0.0000 856 0 0 Pass 0.0000 813 0 0 Pass 0.0000 772 0 0 Pass 0.0000 725 0 0 Pass 0.0000 676 0 0 Pass 0.0000 641 0 0 Pass 0.0000 608 0 0 Pass 0.0000 574 0 0 Pass 0.0001 536 0 0 Pass 0.0001 502 0 0 Pass 0.0001 465 0 0 Pass 0.0001 437 0 0 Pass 0.0001 404 0 0 Pass 0.0001 373 0 0 Pass 0.0001 344 0 0 Pass 0.0001 316 0 0 Pass 0.0001 289 0 0 Pass 0.0001 267 0 0 Pass 0.0001 226 0 0 Pass 0.0001 190 0 0 Pass 0.0001 156 0 0 Pass 0.0001 127 0 0 Pass 0.0001 97 0 0 Pass 0.0001 79 0 0 Pass 0.0001 52 0 0 Pass 0.0001 36 0 0 Pass 0.0001 11 0 0 Pass 0.0001 11 0 0 Pass 0.0001 11 0 0 Pass 0.0001 11 0 0 Pass 0.0001 11 0 0 Pass 0.0001 10 0 0 Pass 0.0001 9 0 0 Pass 0.0001 9 0 0 Pass 0.0001 9 0 0 Pass 0.0001 9 0 0 Pass 0.0001 9 0 0 Pass 0.0001 9 0 0 Pass 0.0001 9 0 0 Pass 0.0001 9 0 0 Pass 0.0001 9 0 0 Pass 0.0001 9 0 0 Pass 0.0001 9 0 0 Pass 0.0001 9 0 0 Pass 0.0001 9 0 0 Pass 0.0001 9 0 0 Pass 0.0001 9 0 0 Pass 0.0001 9 0 0 Pass 0.0001 8 0 0 Pass 0.0001 8 0 0 Pass 0.0001 8 0 0 Pass 0.0001 8 0 0 Pass 0.0001 8 0 0 Pass 0.0001 7 0 0 Pass 0.0001 7 0 0 Pass 0.0001 7 0 0 Pass 0.0001 7 0 0 Pass 0.0001 7 0 0 Pass 0.0001 7 0 0 Pass 0.0001 7 0 0 Pass 0.0001 6 0 0 Pass 0.0001 6 0 0 Pass 0.0001 6 0 0 Pass 0.0001 6 0 0 Pass 0.0001 6 0 0 Pass 0.0001 6 0 0 Pass 0.0001 6 0 0 Pass 0.0001 6 0 0 Pass 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. Perind and Impind Changes No changes have been made. This program and accompanying documentation is provided 'as -is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by the user. Clear Creek Solutions and the Washington State Department of Ecology disclaims 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 and/or the Washington State Department of Ecology 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 or the Washington State Department of Ecology has been advised of the possibility of such damages. Western Washington Hydrology Model PROJECT REPORT Project Name: 5316 Trench B Site Address: 9221 Olympic View Drive City Edmonds Report Date 1/5/2015 MGS Regoin Puget East Data Start 1939/10/1 Data End 2097/08/31 DOT Data Number: 03 WWHM3 Version: PREDEVELOPED LAND USE Name Basin 1 - North Lot Bypass: No GroundWater: No Pervious Land Use Acres A B, Forest, Mod Impervious Land Use .236 Acres Element Flows To: Surface Interflow Name Basin 2 - North Lot Bypass: No GroundWater: No Pervious Land Use Acres Impervious Land Use Acres DRIVEWAYS MOD 0.0433 Groundwater Element Flows To: Surface Interflow Groundwater Infiltration Trench "B", Infiltration Trench "B", Name Infiltration Trench "B" Bottom Length: 18ft. Bottom Width : 8ft. Trench bottom slope 1: 0.005 To 1 ' Trench Left side slope 0: 0 To 1 Trench right side slope 2: 0 To 1 Materialthickness of first layer : 4 Pour Space of material for first layer 0.35 ' 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 : 10 Infiltration saftey factor : 0.25 Discharge Structure Riser Height: 4 ft. Riser Diameter: 4 in. Element Flows To: Outlet 1 Outlet 2 Gravel Trench Bed Hydraulic Table Stage(ft) Area(acr) Volume(acr-ft) Dschrg(cfs) Infilt(cfs) 0.000 0.003 0.000 0.000 0.000 0.056 0.003 0.000 0.000 0.008 0.111 0.003 0.000 0.000 0.008 0.167 0.003 0.000 0.000 0.008 0.222 0.003 0.000 0.000 0.008 0.278 0.003 0.000 0.000 0.008 0.333 0.003 0.000 0.000 0.008 0.389 0.003 0.000 0.000 0.008 0.444 0.003 0.001 0.000 0.008 0.500 0.003 0.001 0.000 0.008 0.556 0.003 0.001 0.000 0.008 0.611 0.003 0.001 0.000 0.008 0.667 0.003 0.001 0.000 0.008 0.722 0.003 0.001 0.000 0.008 0.778 0.003 0.001 0.000 0.008 0.833 0.003 0.001 0.000 0.008 0.889 0.003 0.001 0.000 0.008 0.944 0.003 0.001 0.000 0.008 1.000 0.003 0.001 0.000 0.008 1.056 0.003 0.001 0.000 0.008 1.111 0.003 0.001 0.000 0.008 1.167 0.003 0.001 0.000 0.008 1.222 0.003 0.001 0.000 0.008 1.278 0.003 0.001 0.000 0.008 1.333 0.003 0.002 0.000 0.008 1.389 0.003 0.002 0.000 0.008 1.444 0.003 0.002 0.000 0.008 1.500 0.003 0.002 0.000 0.008 1.556 0.003 0.002 0.000 0.008 1.611 0.003 0.002 0.000 0.008 1.667 0.003 0.002 0.000 0.008 1.722 0.003 0.002 0.000 0.008 1.778 0.003 0.002 0.000 0.008 1.833 0.003 0.002 0.000 0.008 1.889 0.003 0.002 0.000 0.008 1.944 0.003 0.002 0.000 0.008 2.000 0.003 0.002 0.000 0.008 2.056 0.003 0.002 0.000 0.008 2.111 0.003 0.002 0.000 0.008 2.167 0.003 0.003 0.000 0.008 2.222 0.003 0.003 0.000 0.008 2.278 0.003 0.003 0.000 0.008 2.333 0.003 0.003 0.000 0.008 2.389 0.003 0.003 0.000 0.008 2.444 0.003 0.003 0.000 0.008 2.500 0.003 0,003 0,100 0.008 ' 2.556 0.003 0.003 0.000 0.008 2.611 0.003 0.003 0.000 0.008 2.667 0.003 0.003 0.000 0.008 2.722 0.003 0.003 0.000 0.008 ' 2.778 0.003 0.003 0.000 0.008 2.833 0.003 0.003 0.000 0.008 2.889 0.003 0.003 0.000 0.008 2.944 0.003 0.003 0.000 0.008 3.000 0.003 0.003 0.000 0.008 3.056 0.003 0.004 0.000 0.008 3.111 0.003 0.004 0.000 0.008 3.167 0.003 0.004 0.000 0.008 3.222 0.003 0.004 0.000 0.008 3.278 0.003 0.004 0.000 0.008 3.333 0.003 0.004 0.000 0.008 3.389 0.003 0.004 0.000 0.008 3.444 0.003 0.004 0.000 0.008 3.500 0.003 0.004 0.000 0.008 3.556 0.003 0.004 0.000 0.008 3.611 0.003 0.004 0.000 0.008 3.667 0.003 0.004 0.000 0.008 3.722 0.003 0.004 0.000 0.008 3.778 0.003 0.004 0.000 0.008 3.833 0.003 0.004 0.000 0.008 3.889 0.003 0.005 0.000 0.008 3.941 0.003 0.015 0.000 0,008 ' 4.000 0.003 0.005 0.000 0.008 4.056 0.003 0.005 0.043 0.008 4.111 0.003 0.005 0.120 0.008 4.117 0.003 0.005 0.221 0,008 ' 4.222 0.003 0.005 0.340 0.008 4.278 0.003 0.006 0.475 0.008 4.333 0.003 0.006 0.625 0.008 4.389 0.003 0.006 0.787 0.008 4.444 0.003 0.006 0.962 0.008 4.500 0.003 0.006 1.148 0.008 4.556 0.003 0.006 1.344 0.008 4.611 0.003 0.007 1.551 0.008 4.667 0.003 0.007 1.767 0.008 4.722 0.003 0.007 1.993 0.008 4.778 0.003 0,007 2,227 0,008 4.833 0.003 0.007 2.470 0.008 4.889 0.003 0.008 2.721 0.008 4.944 0.003 0.008 2.980 0.008 5.000 0.003 0.008 3.246 0.008 Name Basin 2 - North Driveway & Access Road Bypass: No GroundWater: No Pervious Land Use Acres A B, Forest, Mod Impervious Land Use .219 Acres Element Flows To: Surface Interflow Groundwater MITIGATED LAND USE ANALYSIS RESULTS Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.000045 5 year 0.000047 10 year 0.000047 25 year 0.000048 50.year 0.000065 100 year 0.000132 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0 5 year 0 10 year 0 25 year 0 50 year 0 100 year 0 Yearly Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1941 0.000 0.000 1942 0.000 0.000 1943 0.000 0.000 1944 0.000 0.000 1945 0.000 0.000 1946 0.000 0.000 1947 0.000 0.000 1948 0.000 0.000 1949 0.000 0.000 1950 0.000 0.000 1951 0.000 0.000 1952 0.000 0.000 1953 0.000 0.000 1954 0.000 0.000 1955 0.000 0.000 1956 0.000 0.000 1957 0.000 0.000 1958 0.000 0.000 1959 0.000 0.000 ' 1960 0.000 0.000 1961 0.000 0.000 1962 0.000 0.000 1963 0.000 0.000 I� 1964 0.000 0.000 1965 0.000 0.000 1916 0.000 0.000 1967 0.000 0.000 1968 0.000 0.000 1969 0.000 0.000 1970 0.000 0.000 1971 0.000 0.000 1972 0.000 0.000 1973 0.000 0.000 1974 0.000 0.000 1975 0.000 0.000 1976 0.000 0.000 1977 0.000 0.000 ' 1978 0.000 0.000 1979 0.000 0.000 1980 0.000 0.000 1981 0.000 0.000 ' 1982 0.000 0.000 1983 0.000 0.000 1984 0.000 0.000 1985 0.000 0.000 ' 1986 0.000 0.000 1987 0.000 0.000 1988 0.000 0.000 1989 0.000 0.000 ' 1990 0.000 0.000 1991 0.000 0.000 1992 0.000 0.000 ' 1993 0.000 0.000 1994 0.000 0.000 1995 0.000 0.000 1996 0.000 0.000 ' 1997 0.000 0.000 1998 0.000 0.000 1999 0.000 0.000 2000 0.000 0.000 ' 2001 0.000 0.000 2002 0.000 0.000 2003 0.000 0.000 2004 0.000 0.000 ' 2005 0.000 0.000 2006 0.000 0.000 2007 0.000 0.000 2008 0.000 0.000 2009 0.000 0.000 2010 0.000 0.000 2011 0.000 0.000 2012 0.000 0.000 2013 0.000 0.000 2014 0.000 0.000 2015 0.000 0.000 2016 0.000 0.000 ' 2017 0.000 0.000 2018 0.000 0.000 2011 0.000 0.000 2020 0.000 0.000 2021 0.000 0.000 2022 0.000 0.000 2023 0.000 0.000 2024 0.000 0.000 2025 0.000 0.000 2026 0.000 0.000 2027 0.000 0.000 2028 0.000 0.000 2029 0.000 0.000 2030 0.000 0.000 2031 0.000 0.000 ' 2032 0.000 0.000 2033 0.000 0.000 2034 0.001 0.000 2035 0.000 0.000 2036 0.000 0.000 2037 0.000 0.000 2038 0.000 0.000 ' 2039 0.000 0.000 2040 0.000 0.000 2041 0.000 0.000 2042 0.000 0.000 2043 0.000 0.000 2044 0.000 0.000 2045 0.000 0.000 2046 0.000 0.000 2047 0.000 0.000 2048 0.000 0.000 2049 0.000 0.000 II� 2050 0.000 0.000 2051 0.000 0.000 2052 0.000 0.000 2053 III 0.000 0.000 2054 0.000 0.000 2055 0.000 0.000 2056 it 0.000 0.000 2057 0.000 0.000 2058 0.000 0.000 2059 0.000 0.000 2060 0.001 0.000 2061 0.000 0.000 2062 0.000 0.000 2063 0.000 0.000 2011 0.011 0.000 2065 0.000 0.000 2066 0.000 0.000 2067 0.000 0.000 2068 0.000 0.000 2069 0.000 0.000 2070 0.000 0.000 2071 0.000 0.000 2072 0.000 0.000 2073 0.000 0.000 2074 0.000 0.000 2075 0.000 0.000 2076 0.000 0.000 2077 0.000 0.000 2078 0.000 0.000 2079 0.000 0.000 2080 0.000 0.000 ' 2081 0.000 0.000 2082 0.000 0.000 2083 0.000 0.000 2084 0.000 0.000 ' 2085 0.000 0.000 2086 0.000 0.000 2087 0.000 0.000 2088 0.000 0.000 2089 0.000 0.000 2090 0.000 0.000 2091 0.010 0.000 2092 0.000 0.000 2093 0.000 0.000 2094 0.000 0.000 2095 0.000 0.000 ' 2096 0.000 0.000 2097 0.000 0.000 2098 0.000 0.000 Ranked Yearly Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0001 0.0000 2 0.0001 0.0000 3 0.0001 0.0000 4 0.0000 0.0000 5 0.0000 0.0000 6 0.0000 0.0000 7 0.0000 0.0000 8 0.0000 0.0000 9 0.0000 0.0000 10 0.0000 0.0000 11 0.0000 0.0000 12 0.0000 0.0000 13 0.0000 0.0000 14 0.0000 0.0000 15 0.0000 0.0000 16 0.0000 0.0000 17 0.0000 0.0000 18 0.0000 0.0000 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 76 0.0000 0.0000 77 0.0000 0.0000 78 0.0000 0.0000 79 0.0000 0.0000 80 0.0000 0.0000 81 0.0000 0.0000 82 0.0000 0.0000 83 0.0000 0.0000 84 0.0000 0.0000 85 0.0000 0.0000 86 0.0000 0.0000 87 0.0000 0.0000 88 0.0000 0.0000 89 0.0000 0.0000 90 0.0000 0.0000 91 0.0000 0.0000 92 0.0000 0.0000 93 0.0000 0.0000 94 0.0000 0.0000 95 0.0000 0.0000 96 0.0000 0.0000 97 0.0000 0.0000 98 0.0000 0.0000 99 0.0000 0.0000 100 0.0000 0.0000 101 0.0000 0.0000 102 0.0000 0.0000 103 0.0000 0.0000 104 0.0000 0.0000 105 0.0000 0.0000 106 0.0000 0.0000 107 0.0000 0.0000 108 0.0000 0.0000 109 0.0000 0.0000 110 0.0000 0.0000 111 0.0000 0.0000 112 0.0000 0.0000 113 0.0000 0.0000 114 0.0000 0.0000 115 0.0000 0.0000 116 0.0000 0.0000 117 0.0000 0.0000 118 0.0000 0.0000 119 0.0000 0.0000 120 0.0000 0.0000 121 0.0000 0.0000 122 0.0000 0.0000 123 0.0000 0.0000 124 0.0000 0.0000 125 0.0000 0.0000 126 0.0000 0.0000 127 0.0000 0.0000 128 0.0000 0.0000 129 0.0000 0.0000 130 0.0000 0.0000 131 0.0000 0.0000 132 0.0000 0.0000 133 0.0000 0.0000 134 0.0000 0.0000 135 0.0000 0.0000 136 0.0000 0.0000 137 0.0000 0.0000 138 0.0000 0.0000 ' 139 0.0000 0.0000 140 0.0000 0.0000 141 0.0000 0.0000 ' 142 0.0000 0.0000 143 0.0000 0.0000 144 0.0000 0.0000 145 0.0000 0.0000 ' 146 0.0000 0.0000 147 0.0000 0.0000 148 0.0000 0.0000 149 0.0000 0.0000 ' 150 0.0000 0.0000 151 0.0000 0.0000 152 0.0000 0.0000 153 0.0000 0.0000 ' 154 0.0000 0.0000 155 0.0000 0.0000 156 0.0000 0.0000 ' 157 0.0000 0.0000 158 0.0000 0.0000 ' POC #1 The Facility PASSED The Facility PASSED. Flow CFS Predev Dev Percentage Pass Fail 0.0000 3261 2 0 Pass 0.0000 3151 2 0 Pass 0.0000 3032 2 0 Pass 0.0000 2915 2 0 Pass 0.0000 2807 2 0 Pass 0.0000 2733 2 0 Pass ' 0.0000 2645 2 0 Pass 0.0000 2524 2 0 Pass 0.0000 2413 2 0 Pass ' 0.0000 2327 2 0 Pass 0.0000 2226 2 0 Pass 0.0000 2164 2 0 Pass 0.0000 2082 2 0 Pass ' 0.0000 1988 2 0 Pass 0.0000 1923 2 0 Pass 0.0000 1849 2 0 Pass 0.0000 1753 2 0 Pass ' 0.0000 1699 2 0 Pass 0.0000 1645 2 0 Pass 0.0000 1578 2 0 Pass 0.0000 1513 2 0 Pass ' 0.0000 1458 2 0 Pass 0.0000 1402 2 0 Pass 0.0000 1340 2 0 Pass 0.0000 1288 2 0 Pass 0.0000 1238 2 0 Pass 0.0000 1179 2 0 Pass 0.0000 1116 2 0 Pass 0.0000 1059 2 0 Pass ' 0.0000 1010 2 0 Pass 0.0000 972 2 0 Pass 0.0000 911 2 0 Pass 0.0000 892 2 0 Pass 0.0000 839 2 0 Pass 0.0000 793 2 0 Pass 0.0000 711 2 0 Pass ' 0.0000 708 2 0 Pass 0.0000 666 2 0 Pass 0.0000 631 2 0 Pass 0.0000 593 2 0 Pass ' 0.0000 562 2 0 Pass 0.0000 528 2 0 Pass 0.0000 487 2 0 Pass 0.0000 461 2 0 Pass ' 0.0000 426 2 0 Pass 0.0000 391 2 0 Pass 0.0000 366 2 0 Pass ' 0.0000 339 2 0 Pass 0.0000 306 2 0 Pass 0.0000 281 2 0 Pass 0.0100 255 2 0 Pass 0.0000 221 2 0 Pass 0.0000 178 2 1 Pass 0.0000 147 2 1 Pass 0.0000 120 2 1 Pass 0.0000 89 2 2 Pass 0.0000 72 2 2 Pass 0.0000 51 2 3 Pass 0.0000 29 2 6 Pass 0.0000 11 2 18 Pass 0.0000 11 2 18 Pass 0.0000 11 2 18 Pass ' 0.0000 11 2 18 Pass 0.0000 10 2 20 Pass 0.0000 10 2 20 Pass 0.0001 9 2 22 Pass ' 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass ' 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass ' 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 8 2 25 Pass 0.0001 8 2 25 Pass 0.0001 8 2 25 Pass 0.0001 8 2 25 Pass 0.0001 8 2 25 Pass 0.0001 8 2 25 Pass 0.0001 7 2 28 Pass 0.0001 7 2 28 Pass 0.0001 7 2 28 Pass 0.0001 7 2 28 Pass 0.0001 7 2 28 Pass 0.0001 7 2 28 Pass 0.0001 7 2 28 Pass 0.0001 6 2 33 Pass 0.0001 6 2 33 Pass 0.0001 6 2 33 Pass 0.0001 6 2 33 Pass 0.0001 6 2 33 Pass 0.0001 6 2 33 Pass 0.0001 6 2 33 Pass Water Quality BMP Flom and Volume for POC 1. On-line facility volume: 0.0039 acre-feet On-line facility target flow: 0.01 cfs. Adjusted for 15 min: 0.0067 cfs. Off-line facility target flow: 0.0034 cfs. Adjusted for 15 min: 0.0038 cfs. Flow Frequency Return Periods for Predeveloped. POC #2 Return Period Flow(cfs) 2 year 0.000042 5 year 0.000043 10 year 0.000044 25 year 0.000044 50 year 0.000061 100 year 0.000122 Flow Frequency Return Periods for Mitigated. POC #2 Return Period Flow(cfs) 2 year 0 5 year 0 10 year 0 25 year 0 50 year 0 100 year 0 Yearly Peaks for Predeveloped and Mitigated. POC #2 Year Predeveloped Mitigated 1941 0.000 0.000 1942 0.000 0.000 1943 0.000 0.000 1944 0.000 0.000 1945 0.000 0.000 1946 0.000 0.000 1947 0.000 0.000 1948 0.000 0.000 1949 0.000 0.000 1950 0.000 0.000 1951 0.000 0.000 1952 0.000 0.000 1953 0.000 0.000 1954 0.000 0.000 1955 0.000 0.000 1956 0.000 0.000 1957 0.000 0.000 1958 0.000 0.000 1959 0.000 0.000 1960 0.000 0.000 1961 0.000 0.000 1962 0.000 0.000 1963 0.000 0.000 1964 0.000 0.000 1965 0.000 0.000 1966 0.000 0.000 1967 0.000 0.000 1968 0.000 0.000 1969 0.000 0.000 1970 0.000 0.000 1971 0.000 0.000 1972 0.000 0.000 1973 0.000 0.000 1974 0.000 0.000 1975 0.000 0.000 1976 0.000 0.000 1977 0.000 0.000 1978 0.000 0.000 1979 0.000 0.000 1980 0.000 0.000 1981 0.000 0.000 1982 0.000 0.000 1983 0.000 0.000 1984 0.000 0.000 1985 0.000 0.000 1986 0.000 0.000 1987 0.000 0.000 1988 0.000 0.000 1989 0.000 0.000 1990 0.000 0.000 1991 0.000 0.000 1992 0.000 0.000 1993 0.000 0.000 1994 0.000 0.000 1995 0.000 0.000 1996 0.000 0.000 1997 0.000 0.000 1998 0.000 0.000 1999 0.000 0.000 2000 0.000 0.000 2001 0.000 0.000 2002 0.000 0.000 2003 0.000 0.000 2004 0.000 0.000 2005 0.000 0.000 2006 0.000 0.000 2007 0.000 0.000 2008 0.000 0.000 2009 0.000 0.000 2010 0.000 0.000 2011 0.000 0.000 2012 0.000 0.000 2013 0.000 0.000 2014 0.000 0.000 2015 0.000 0.000 2016 0.000 0.000 2017 0.000 0.000 2018 0.000 0.000 2019 0.000 0.000 2020 0.000 0.000 2021 0.000 0.000 2022 0.000 0.000 2023 0.000 0.000 2024 0.000 0.000 1 2021 0.000 0.000 2026 0.000 0.000 2027 0.000 0.000 2028 0.000 0.000 2029 0.000 0.000 2030 0.000 0.000 2031 0.000 0.000 2032 0.000 0.000 2033 0.000 0.000 2034 0.000 0.000 2035 0.000 0.000 2036 0.000 0.000 ' 2037 0.000 0.000 2038 0.000 0.000 2039 0.000 0.000 204 0.000 0.000 2041 0.000 0.000 2042 0.000 0.000 2043 0.000 0.000 2044 0.000 0.000 2045 0.000 0.000 ' 2046 0.000 0.000 2047 0.000 0.000 2048 0.000 0.000 2049 0.000 0.000 2050 0.000 0.000 2051 0.000 0.000 2052 0.000 0.000 2053 0.000 0.000 2054 0.000 0.000 2055 0.000 0.000 ' 2056 0.000 0.000 2057 0.000 0.000 2058 0.000 0.000 2059 0.000 0.000 ' 2060 0.000 0.000 2061 0.000 0.000 2062 0.000 0.000 2063 0.000 0.000 2064 0.000 0.000 ' 2065 0.000 0.000 2066 0.000 0.000 2067 0.000 0.000 2011 0.000 0.000 2069 0.000 0.000 ' 2070 0.000 0.000 2071 0.000 0.000 2072 0.000 0.000 2073 0.000 0.000 ' 2074 0.000 0.000 2075 0.000 0.000 2076 0.000 0.000 2077 0.000 0.000 2078 0.000 0.000 ' 2079 0.000 0.000 2080 0.000 0.000 2081 0.000 0.000 2082 0.000 0.000 2083 0.000 0.000 ' 2084 0.000 0.000 2085 0.000 0.000 2086 0.000 0.000 2087 0.000 0.000 ' 2088 0.000 0.000 2089 0.000 0.000 2090 0.000 0.000 2091 0.000 0.000 2092 0.000 0.000 ' 2093 0.000 0.000 2094 0.000 0.000 2095 II 0.000 0.000 r 2116 2097 2098 0.000 0.000 0.000 0.000 0.000 0.000 Ranked Yearly Peaks for Predeveloped and Mitigated. POC #2 Rank Predeveloped Mitigated ' 1 0.0001 0.0000 2 0.0001 0.0000 3 0.0001 0.0000 4 0.0000 0.0000 5 0.0000 0.0000 ' 6 0.0000 0.0000 7 0.0000 0.0000 8 0.0000 0.0000 9 0.0000 0.0000 10 0.0000 0.0000 11 0.0000 0.0000 12 0.0000 0.0000 13 0.0000 0.0000 14 0.0000 0.0000 ' 15 0.0000 0.0000 16 0.0000 0.0000 17 0.0000 0.0000 18 0.0000 0.0000 19 0.0000 0.0000 ' 20 0.0000 0.0000 21 0.0000 0.0000 22 0.0000 0.0000 23 0.0000 0.0000 24 0.0000 0.0000 ' 25 0.0000 0.0000 26 0.0000 0.0000 27 0.0000 0.0000 28 0.0000 0.0000 ' 29 0.0000 0.0000 30 0.0000 0.0000 31 0.0000 0.0000 32 0.0000 0.0000 33 0.0000 0.0000 34 0.0000 0.0000 35 0.0000 0.0000 36 0.0000 0.0000 37 0.0000 0.0000 38 0.0000 0.0000 ' 39 0.0000 0.0000 40 0.0000 0.0000 41 0.0000 0.0000 42 0.0000 0.0000 ' 43 0.0000 0.0000 44 0.0000 0.0000 45 0.0000 0.0000 46 0.0000 0.0000 47 0.0000 0.0000 ' 48 0.0000 0.0000 49 0.0000 0.0000 50 0.0000 0.0000 51 0.0000 0.0000 52 0.0000 0.0000 ' 53 0.0000 0.0000 54 0.0000 0.0000 55 0.0000 0.0000 56 0.0000 0.0000 57 0.0000 0.0000 58 0.0000 0.0000 59 0.0000 0.0000 60 0.0000 0.0000 61 0.0000 0.0000 ' 62 0.0000 0.0000 63 0.0000 0.0000 64 i 0.0000 0.0000 65 0.0000 0.0000 66 0.0000 0.0000 67 0.0000 0.0000 68 0.0000 0.0000 69 0.0000 0.0000 70 0.0000 0.0000 71 0.0000 0.0000 72 0.0000 0.0000 73 0.0000 0.0000 74 0.0000 0.0000 75 0.0000 0.0000 76 0.0000 0.0000 77 0.0000 0.0000 78 0.0000 0.0000 79 0.0000 0.0000 80 0.0000 0.0000 81 0.0000 0.0000 82 0.0000 0.0000 83 0.0000 0.0000 84 0.0000 0.0000 85 0.0000 0.0000 86 0.0000 0.0000 87 0.0000 0.0000 88 0.0000 0.0000 89 0.0000 0.0000 90 0.0000 0.0000 ' 91 0.0000 0.0000 92 0.0000 0.0000 93 0.0000 0.0000 94 0.0000 0.0000 95 0.0000 0.0000 ' 96 0.0000 0.0000 97 0.0000 0.0000 98 0.0000 0.0000 99 0.0000 0.0000 ' 100 0.0000 0.0000 101 0.0000 0.0000 102 0.0000 0.0000 103 0.0000 0.0000 104 0.0000 0.0000 105 0.0000 0.0000 106 0.0000 0.0000 107 0.0000 0.0000 108 0.0000 0.0000 109 0.0000 0.0000 ' 110 0.0000 0.0000 111 0.0000 0.0000 112 0.0000 0.0000 113 0.0000 0.0000 114 0.0000 0.0000 ' 115 0.0000 0.0000 116 0.0000 0.0000 117 0.0000 0.0000 118 0.0000 0.0000 ' 119 0.0000 0.0000 120 0.0000 0.0000 121 0.0000 0.0000 122 0.0000 0.0000 123 0.0000 0.0000 ' 124 0.0000 0.0000 125 0.0000 0.0000 126 0.0000 0.0000 127 0.0000 0.0000 128 0.0000 0.0000 ' 129 0.0000 0.0000 130 0.0000 0.0000 131 0.0000 0.0000 132 0.0000 0.0000 133 0.0000 0.0000 134 0.0000 0.0000 135 0.0000 0.0000 136 0.0000 0.0101 137 0.0000 0.0000 138 0.0000 0.0000 139 0.0000 0.0000 140 0.0000 0.0000 141 0.0000 0.0000 142 0.0000 0.0000 ' 143 0.0000 0.0000 144 0.0000 0.0000 145 0.0000 0.0000 146 0.0000 0.0000 147 0.0000 0.0000 148 0.0000 0.0000 149 0.0000 0.0000 150 0.0000 0.0000 151 0.0000 0.0000 152 0.0000 0.0000 ' 153 0.0000 0.0000 154 0.0000 0.0000 155 0.0000 0.0000 156 0.0000 0.0000 157 0.0000 0.0000 158 0.0000 0.0000 POC #2 The Facility PASSED The Facility PASSED. ' Flow(CFS), Predev Dev Percentage Pass/Fail 0.0000 3153 0 0 Pass 0.0000 3021 0 0 Pass 0.0000 2904 0 0 Pass 0.0000 2814 0 0 Pass 0.0000 2733 0 0 Pass 0.0000 2640 0 0 Pass 0.0000 2532 0 0 Pass 0.0000 2413 0 0 Pass 0.0000 2324 0 0 Pass 0.0000 2238 0 0 Pass ' 0.0000 2164 0 0 Pass 0.0000 2081 0 0 Pass 0.0000 1996 0 0 Pass 0.0000 1926 0 0 Pass 0.0000 1849 0 0 Pass 0.0000 1768 0 0 Pass 0.0000 1701 0 0 Pass 0.0000 a645 0 0 Pass 0.0000 1575 0 0 Pass 0.0000 1519 0 0 Pass 0.0000 1458 0 0 Pass ' 0.0000 1402 0 0 Pass 0.0000 1341 0 0 Pass 0.0000 1292 0 0 Pass 0.0000 1238 0 0 Pass 0.0000 1165 0 0 Pass 0.0000 1105 0 0 Pass 0.0000 1048 0 0 Pass 0.0000 1004 0 0 Pass ' 0.0000 961 0 0 Pass 0.0000 924 0 0 Pass 0.0000 886 0 0 Pass 0.0000 828 0 0 Pass 0.0000 785 0 0 Pass 0.0000 751 0 0 Pass 0.0000 697 0 0 Pass 0.0000 658 0 0 Pass 0.0000 625 0 0 Pass 0.0000 592 0 0 Pass 0.0000 555 0 0 Pass 0.0000 518 0 0 Pass 0.0000 484 0 0 Pass 0.0000 457 0 0 Pass 0.0000 424 0 0 Pass 0.0000 387 0 0 Pass 0.0000 361 0 0 Pass 0.0000 329 0 0 Pass 0.0000 302 0 0 Pass 0.0000 279 0 0 Pass 0.0000 251 0 0 Pass 0.0000 201 0 0 Pass 0.0000 170 0 0 Pass 0.0000 135 0 0 Pass 0.0000 107 0 0 Pass 0.0000 86 0 0 Pass 0.0000 64 0 0 Pass 0.0000 41 0 0 Pass 0.0000 20 0 0 Pass 0.0000 11 0 0 Pass 0.0000 11 0 0 Pass 0.0000 11 0 0 Pass 0.0000 11 0 0 Pass 0.0000 10 0 0 Pass 0.0000 10 0 0 Pass 0.0000 9 0 0 Pass 0.0000 9 0 0 Pass 0.0000 9 0 0 Pass 0.0000 9 0 0 Pass 0.0000 9 0 0 Pass 0.0000 9 0 0 Pass 0.0000 9 0 0 Pass 0.0000 9 0 0 Pass 0.0001 9 0 0 Pass 0.0001 9 0 0 Pass 0.0001 9 0 0 Pass 0.0001 9 0 0 Pass 0.0001 9 0 0 Pass 0.0001 9 0 0 Pass 0.0001 9 0 0 Pass 0.0001 8 0 0 Pass 0.0001 8 0 0 Pass 0.0001 8 0 0 Pass 0.0001 8 0 0 Pass 0.0001 8 0 0 Pass 0.0001 7 0 0 Pass 0.0001 7 0 0 Pass 0.0001 7 0 0 Pass 0.0001 7 0 0 Pass 0.0001 1 0 0 Pass 0.0001 7 0 0 Pass ' 0.0001 7 0 0 Pass 0.0001 6 0 0 Pass 0.0001 6 0 0 Pass 0.0001 6 0 0 Pass 0.0001 6 0 0 Pass 0.0001 6 0 0 Pass 0.0001 6 0 0 Pass 0.0001 6 0 0 Pass 0.0001 6 0 0 Pass 0.0001 6 0 0 Pass Water Quality BMP Flow and Volume for POC 2. On-line facility volume: 0.0067 acre-feet On-line facility target flow: 0.01 cfs. Adjusted for 15 min: 0 cfs. Off-line facility target flow: 0.0057 cfs. Adjusted for 15 min: 0 cfs. Perind and Impind Changes No changes have been made. This program and accompanying documentation is provided 'as -is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by the user. Clear Creek Solutions and the Washington State Department of Ecology disclaims 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 and/or the Washington State Department of Ecology 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 or the Washington State Department of Ecology has been advised of the possibility of such damages. 110 Infiltration_ Trench "C" for North Portion of Building & Off -site Joint -Use Private Road Total Impervious Areas: 7,125 SF (0.1636 Ac.) Roof 2,289 SF,' (0.0525 Ac.) Deck over Patio 622 SF (0.0143 Ac.) Secondary Driveway 782 SF (0.0180 Ac.) Bypass from Primary Driveway 265 SF (0.0061 Ac.) Private Road (Off -site) 3,167 SF (0.0727 Ac.) Total Pervious Areas: 5,418 SF (0.1244 Ac.) Forest, Lawn/Landscape 5,418 SF (0.1244 Ac.) File Edit View Help Basin 3 -North Lot Mitigated n Subbasin Name Basin 3 -North Lot Designate as Bypass for POC: Surface Interflow Groundwater Flows To: Infiltration Trench "C" llnfiltration Trench "C" Area in Basin =Show 6r y,Selected Available Pervious Available Impervious ' V A B, Lawn, Mod 1244 i:+ ROADS MOD .0727 i� ROOF TOPS F0525 LAT DRIVEWAYS MOD 1 .0241 i�4 SIDEWALKS FLAT 0143 PerviousTotal 0.1244 Acres Impervious Total 0.1636 Acres Basin Total 10.200 Acres Deselect Zero Select BGO Y:i < 115I2015 10:33AM Lovell-Sauerland and Associates Lambrecht Short Plat Drainage Report North Lot LSA No. 5316 LMF4 January, 2015 Cz C3 Elie Edit View Help D om 61 a Fia? Y r4 ---- -- ----- acility Name lInfiltration Trench T.' Outlet 1 Outlet 2 Outlet 3 �ownstrearn Connection 10 110 10 a 'c'lit cility Type Gravel Trench/Bed 1 P r..' Precipitation Applied to Facility .0 ui-ck Trench Facility Bottom Elevation (ft) Fo Facility Dimensions Trench Length 70 Outlet Structure Trench Bottom Width 6 Riser Height (ft) 5 Effective Total Depth 6 Riser Diameter(in) Bottom slope of Trench p Riser Type ;Flat Left Side Slope 10 Notch Type Right Side Slope 10 Material Layers for Layer 1 Thickness (ft) 5 Orifice Diameter Height GMax Layer 1 porosity 10.35 Number (in) (Ft) (Cfs) Layer 2 Thickness (ft) 0 1 0 Layer 2 porosity 0 2 fo 0 I Layer 3 Thickness ) t 10 3 0 Layer 3 porosity 10 Infiltration :'YES - Trench Volume at Riser Head (acre-ft) .017 Measured Infiltration Rate (in/hr) 10 Pond Increment !0.10 Infiltration Reduction Factor i- Show Pond Table Open Table Use Wetted Surface Area (sidewalls) - N 0- Total Volume I nfiltrated(acre-ft) 63.4 Total Volume Through Facility(acie-ft) 634 Total Volume Through Rim(acre-ft) 0 Percent Infiltrated 100 1/5/2015 10:38AM Trench Length = 70.0 ft. Trench Width = 6.0 ft. Depth of Trench = 5.0 ft. Measured Infiltration Rate = 10.3 in/hr Infiltration Reduction Factor = 0.25 (Safety Factor = 4) Design Infiltration rate of underlying soil = 2.57 in/hr Infiltration rate used = 2.5 in/hr Porosity = 35% Percent of runoff Infiltrated = 100% Storage Volume required: Lovell-Sauenfand and Associates Drainage Report LSA No.5316 I.MFI Lambrecht Short Plat North Lot January, 2015 Mj = Trench Length x Trench Width x Trench Depth x Porosity = 70.0 ft. x 6.0 ft. x 5.0 ft. x 0.35 = 735 cf Required bottom area for a 5.0' deep rock trench = 70' x 6' = 420 sf Designed bottom area = 424.9 sf (CADD area) Storage Volume provided: = Trench Bottom Area x Trench Depth x Porosity = 424.9 ft. x 5.5 ft. x 0.35 = 817 cf Lovell-Sauerland and Associates Drainage Report LSA No. 5316 Lambrecht Short Plat North Lot January, 2015 Flow Frequency Analysis W Efe gdx ilew tied Irl 1511nd ME4 1011"-L-IFE-0 n Q 0 2v b I 1 10 20 30 40 50 60 70 80 90 99 Cumulative Probability Diaatiom Flow Frequency Water Quality Hydrogaph Wetland Fluoaton Analyze datasets i !A 1 Al Datasets ap ! PDC 11 POC 2 Flood Frequency Method r Log Pearson Type III 17B r Webrd C' Curare r Grmgorten 'low Frequency 'low(CPS) Predeveloped Mitigated Year = 0.0000 0.0000 Year 0.0000 0.0000 0 Year = 0.0000 0.0000 5 Year 00 0.00 0.0000 0 Year = 0.0001 0.0000 00 Year = 0.0001 0.0000 'early Peaks 194o 0.0000 0.0000 1941 0.0000 0.0000 1942 0.0000 0.0000 1913 0.0000 0.0000 1944 0.0000 0.0000 1945 0.0000 0.0000 1946 0.0000 0.0000 1947 0.0000 0.0000 1948 0.0000 0.0000 1949 0.0000 0.0000 1950 0.0000 0.0000 1951 D.0000 0.0000 1952 0.0000 0.0000 1953 0.0000 0.0000 1954 0.0000 0.0000 1955 0.0000 0.0000 1956 0.0000 0.0000 1957 0.0000 0.0000 1958 0.0000 0.0000 1959 0.0000 0.0000 1960 0.0000 0.0000 1961 0.0000 0.0000 1962 0.0000 0.0000 1963 0.0000 0.0000 1964 0.0000 0.0000 1965 0.0000 0.0000 1 /5/2015 110:39 AM The analysis shows that no flow is released for the 100-year event, thus the facility is infiltrating practically 100% of its received runoff. Lovell-Sauerland and Associates Lambrecht Short Plat Drainage Report North Lot LSA' No. 5316 =�� January, 2015 Eili a Fdit view Lwp ir�il ILLn ■ la ■ d 96 10E 1 101 101 10E-2 _ a x IN 1007 iltration Trench'V Stage Frequency (feet) 1007 2 Year = 0.8061 OF 5 Year - 1.4388 10 Year = 2.1763 25 Year = 3.1024 50 Year = 3.5067 100 Year 4.0538 early Peaks 1940 0.7479 1941 0.8490 1942 1.2851 1943 0.3631 1944 0.4330 1945 0.9939 1 10 20 30 40 50 60 70 80 90 99 11946 0.7334 194 . Cumulative Probability " 1946 1.1503503 1949 0.8259 Durations Flow Frequency Water Quality Hydrograph Wetland FkxWation _ _ 1950 3.1775 1951 0.4131 Analyze datasets 1952 2.9198 1003 ch Bed 1 - North Lot STAGated 1953 1.2249 1954 0.4142 1955 0.2838 1956 0.5289 1957 0.2308 1958 0.7249 1959 0.3129 1960 0.6115 1961 0.7620 AD Dawes Flow Stage Precip Erap POC 1 POC 2 Flood Frequency Method 1962 0.9765 1963 0.2317 f' Log Pearson Type III 17B 1964 1.0385 (' Weibuu 1965 0.8788 i' Cunnane sQrr n 14AQA 6Grurgorten 10:41 AM Lovell-Sauerland and Associates Lambrecht Short Plat Drainage Report North Lot LSA No. 5316 LMR January, 2015 IEU DOE 2005 Volume III 3.3.7 48-hour drawdown analysis Requirement: `for an infiltration trench designed for treatment flow purposes, document that the 91 A percentile, 24-hour runoff volume can infiltrate through the infiltration basin surface within 48 hours' Step l: Calculate the 91 st percentile, 24-hour runoff volume with W WHM3: ® File Edit View Help PI In-1117 [d $4 ® Water Qua6t! .... _-- Run Analysis Durations Fbw Frequency Water Quality - Hydrograph _ - Wetland Fluctuation Analyze datasets 1 Puget East 36 Evap - _ n 2 Puget East 36 Precip 501 PO 1 Predeveloped flow 502 PO C 2 Predeva ed flow 702 Inflow to POC 2 Mitigated 001 POC1 Milgatedflow 802 PO 2 Mitigated flow All Datasets Flow Stage Precip EvapPOC1 POC2 Flood Frequency Method Log Pearson Type III 17B Weihup Cuinane -• Gringorten ME 1 /5/2015 10:43 AM Step 2: Calculate the volume drawdown in 48-hours Volume = trench area x infiltration rate (in/hr) x 48 hr = = 420 sf x (2.5 in/hr) x (1 ft/l2in) x 48 hr = 4,200 cf > 654 cf (0.0150 ac-ft) <ok> Lovell-Sauerland and Associates Lambrecht Short Plat _ Drainage Report North Lot LSA No. 5316 LWF1 January, 2015 10 Appendix A. Small Site MR #9 - Operation & Maintenance B. Project Soils Reports C. City of Edmonds Development Information Handout #E72 C Lovell-Sauerland and Associates Lambrecht Short Plat Drainage Report North Lot LSA No. 5316 L. _�' January, 2015 SMALL SITE MR #9 - OPERATION & MAINTENANCE Lovell-Sauertand and Associates ' Drainage Report LSA No. 5316 For Infiltration trench & catch basin LSR Lambrecht Short Plat North Lot January, 2015 4.6 Maintenance Standards for Drainage Facilities The facility -specific maintenance standards contained in this section are intended to be conditions for determining if maintenance actions are required as identified through inspection. They are not intended to be measures of the facility's required condition at all times between inspections. In other words, exceedence of these conditions at any time between inspections and/or maintenance does not automatically constitute a violation of these standards. However, based upon inspection observations, the inspection and maintenance schedules shall be adjusted to minimize the length of time that a facility is in a condition that requires a maintenance action. Table 4.5 — Maintenance Standards iZance Defect Conditions When Maintenance Is Results Expected When Co.01000, nent Needed Maintenance Is Performed General Trash & Debris Any trash and debris which exceed 5 Trash and debris cleared fr site. cubic feet per 1,000 square feet (this is about equal to the amount of trash it would take to fill up one standard size garbage can). In general, there should be no visual evidence of dumping. f less than threshold all trash and ris will be removed as part of next sch led maintenance. .100 Poisonous o us or nuisance No danger of poisonous vegetation Vegetation and on w ' h may consti a where maintenance personnel or the noxious weeds o maint nce p nnel or public might normally be. (Coordinate ic. with local health department) Xofious ence of ious eds as Complete eradication of noxious weeds by St or local re tions. may not be possible. Compliance with State or local eradication policies irements of adopted I required or the use of herbicides). Any evidence of oil, gasoline, NO contaminants or other pollutants (Coordinate removal/cleanup with local water quality response agency). ZRodentll'Holets Any evidence of rodent holes if Rodents destroyed andNexceed facility is acting as a dam or berm, or repaired. (Coordinate any evidence of water piping through department; coordinate dam or berm via rodent holes. Dam Safety Office if po acre-feet.) 4-30 Volume V —Runoff Treatment BMPs February 2005 No. 2 — Infiltration Maintenance Defect Conditions When Maintenance Is Results Expected When Component Needed Maintenance Is Performed General Trash & Debris See "Detention Ponds" (No. 1). See "Detention Ponds" (No. 1). Poisonous/Noxious See "Detention Ponds" (No. 1). See "Detention Ponds" Vegetation (No. 1). Contaminants and See "Detention Ponds" (No. 1). See "Detention Ponds" Pollution (No. 1). Rodent Holes See "Detention Ponds" (No. 1). See "Detention Ponds" (No. 1) Storage Area Sediment Water ponding in infiltration pond after Sediment is removed rainfall ceases and appropriate time and/or facility is cleaned allowed for infiltration. so that infiltration system (A percolation test pit or test of facility indicates facility is only working at 90% of works according to design. its designed capabilities. If two inches or more sediment is present, remove). Filter Bags (if Filled with Sediment and debris fill bag more than 1/2 Filter bag is replaced or applicable) Sediment and full. system is redesigned. Debris Rock Filters Sediment and By visual inspection, little or no water flows Gravel in rock filter is Debris through filter during heavy rain storms. replaced. Side Slopes of Erosion See "Detention Ponds" (No. 1). See "Detention Ponds" Pond (No. 1). Emergency Tree Growth See "Detention Ponds" (No. 1). See "Detention Ponds" Overflow Spillway (No. 1). and Berms over 4 feet in height. Piping See "Detention Ponds" (No. 1). See "Detention Ponds" (No. 1). Emergency Rock Missing See "Detention Ponds" (No. 1). See "Detention Ponds" Overflow Spillway (No. 1). Erosion See "Detention Ponds" (No. 1). See "Detention Ponds" (No. 1). Pre -settling Facility or sump 6" or designed sediment trap depth of Sediment is removed. Ponds and Vaults filled with Sediment sediment. and/or debris I'' February 2005 Volume V —Runoff Treatment BMPs 4-33 No. 5 — Catch Basins Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is performed General Trash & Trash or debris which is located immediately No Trash or debris located Debris in front of the catch basin opening or is immediately in front of blocking inletting capacity of the basin by catch basin or on grate more than 10%. opening. Trash or debris (in the basin) that exceeds 60 No trash or debris in the percent of the sump depth as measured from catch basin. 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 Inlet and outlet pipes free blocking more than 1/3 of its height. of trash or debris. Dead animals or vegetation that could No dead animals or generate odors that could cause complaints vegetation present within or dangerous gases (e.g., methane). the catch basin. Sediment Sediment (in the basin) that exceeds 60 No sediment in the catch percent of the sump depth as measured from basin 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. Structure Top slab has holes larger than 2 square Top slab is free of holes Damage to inches or cracks wider than 1/4 inch and cracks. 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 separation of more than 3/4 inch of the frame the riser rings or top slab from the top slab. Frame not securely and firmly attached. attached Fractures or Maintenance person judges that structure is Basin replaced or repaired Cracks in unsound. to design standards. Basin Walls/ Bottom Grout fillet has separated or cracked wider Pipe is regrouted and than 1/2 inch and longer than 1 foot at the secure at basin wall. joint of any inlet/outlet pipe or any evidence of soil particles entering catch basin through cracks. Settlement/ If failure of basin has created a safety, Basin replaced or repaired Misalignment function, or design problem. to design standards. Vegetation Vegetation growing across and blocking more No vegetation blocking than 10% of the basin opening. opening to basin. Vegetation growing in inlet/outlet pipe joints No vegetation or root that is more than six inches tall and less than growth present. six inches apart. 1 4-36 Volume V — Runoff Treatment BMPs February 2005 No. 5 — Catch Basins Maintenance Defect Conditions When Maintenance is Needed . Results Expected When Component Maintenance is performed Contamination See "Detention Ponds" (No. 1). No pollution present. and Pollution Catch Basin Cover Not in Cover is missing or only partially in place. Catch basin cover is Cover Place Any open catch basin requires maintenance. closed Locking Mechanism cannot be opened by one Mechanism opens with Mechanism maintenance person with proper tools. Bolts proper tools. Not Working into frame have less than 1 /2 inch of thread. Cover Difficult One maintenance person cannot remove lid Cover can be removed by to Remove after applying normal lifting pressure. one maintenance person. (Intent is keep cover from sealing off access to maintenance.) Ladder Ladder Rungs Ladder is unsafe due to missing rungs, not Ladder meets design Unsafe securely attached to basin wall, standards and allows misalignment, rust, cracks, or sharp edges. maintenance person safe access. Metal Grates Grate opening Grate with opening wider than 7/8 inch. Grate opening meets (If Applicable) Unsafe design standards. Trash and Trash and debris that is blocking more than Grate free of trash and Debris 20% of grate surface inletting capacity. debris. Damaged or Grate missing or broken member(s) of the Grate is in place and Missing. grate. meets design standards. a ance Defect Condition When Maintenance is Results Expected When Compon Needed Maintenance is Pe ed General nd Trash or debris that is plugging more Barrier ed to design flow Debris than 20% of the openings in the barrier. c i y. Metal Damaged/ Bars ent ou�ofshape more Bars in place with no bends more Missing inches. than 3/4 inch. Bars. Bars are " ing or entire ba Bars in place according to design. m' Bars are loose and rust is causing 50% Bar laced or repaired to deterioration to any part of barrier. design sta s. Inlet/Outlet Pipe Debris barrier missing or not attached to pipe Barrier firmly attache e February 2005 Volume V — Runoff Treatment BMPs 4-37 1 PROJECT SOILS REPORTS Lovell-Sauerland and Associates ' Drainage Report LSA No. 5316 LMFI Lambrecht Short Plat North Lot January, 2015 LIU' c& ASSOCIATES, INC. G echr cal Engineering Engineenng Geo�cgY September 11, 2011 Mr. Scott Schrieher 761 Daley Street. Edmonds, W.A 95020 Dear Mr. Schrieher: Subject: Geotechnical Investigation and Recommendations Lambrecht Short Plat 94,41 Olympic View Drive Edmonds, Washingion L&A Job No. 11-061 INTRODUCTION EaRr Sc+ence RECRIVED MAY 0 3 2012 -OEMOPMIENT SERVICE'S At your request, we have completed a geotechnical investigation for the proposed short plat, located at the above address in Edmonds, Washington, to address two geotechnieal issues: 1) setback from the steep slope in the southeast corner area of the plat site. and 2) feasibility of unsite stormwater disposal. The general location of the plat site is sho-kvn on Plate i - Vicinity Map, attached hereto. Presented in this report are ottr findings, conclusion. and recununendations on these issues. PROJECT DESCRIPTION We understand that the proposed development for the site is to plat it into Mo single- fanuly building lots stacked in a north -south orientation, with a new single-family residence constructed on each of the lots. For our use in this investigation, you provided us with a topographic survevy plan of the plat site. As shown on this plan. presented on R 19213 Kenlake Place NE • Kenmore, Washington 90028 Phone (426) 483-9134 - Fax (425) 486-2746 Attachment 6 PLN20120016 September 1 1.201.1 Lambrecht Short Plat L&A Job No. 11-061 Page 2 Plate 2, an area with.slbpe of 401 u or more is mapped at the southeast comer of the site. This steep slope barely extends into the subject plat site. the setback of proposed development from this Steep sloped area needs to be determined. Onsite disposal (it' storm runoff collected over impervious surfaces of the proposed development is planned. Feasibility of utilizing infiltration trenches, located in the low-lying area at the north end of the site, is to be cvaluated. SCOPE To achieve the above purpose, we propose a scope of services comprising specifically the following: 1. Review ecologic and soil conditions at and in the vicinig7 of the subject property based on a. published geologic map. 2. Explore subsurface (soil and groundwater) conditions in the area of proposed infiltration trenches of the site with backhoe test pits to depths -.v7here a soil stratum suitable for stormwater infihTation is encountered or to the maximum depth (abilut 10 feet) capable by the backhoe used in test pit excavation, whichever occurs first. 3. Conduct laboratory gradation tests, in accordance with ASTM D422, on two soil samples obtained from a targeted soil stratum in the test pits. The test results are be used in determining the design infiltration rate of the target soil stratum for in accordance with USDA Texture Triangle, per Washington State Department of Ecology 2005 Stormwater Design Manual of Western Washin tg�on. 4. Prepare a written report to present our findings, conclusions and geotcchnical recommendations for the design of infiluvion trenches. LIU & ASSOCIATES, INC. September 1 i, 2011 •I:anabrecht Short Plat L&A Job No. 11-061 Page 3 SITE CONDITIONS Surface Condition ' The site is situated on the mid -slope; of a % esterly to northwesterly declining, moderate to step hillside overlooking BroNvns Bay- of Puget Sound. It is bounded by Kairez Drive (a private egad) to the east, a joint -use paved driveway to the west. and adjoined by single- family residences to the north and south. According to the topographic map of the site provided to us, the terrain within the site generally slopes doNvn gently westerly at about 5 to 18 percent grade. In the southeast corner area of the site, the ground slopes down. northwesterly at 40 percent or more t'roin ' off the site to about 2 to 3 feet inside the site, then moderates to about 18 to 33 percent as it continues further into the site. In 'the north end area of the site, the ground descends ' northward at about 15 to 29 percent grade. A house and a detached garage currently occupy the central east side of the site. We understand these existing structures are to be demolished to make way for the proposed development of the site. The garage is accessed via a gravel -surfaced driveway entering, the site at its southwest comer. The open area around the house and the garage is mostly - coveiid by lawn grass. Dotting throughout the site are mature, very. large and tall, evergreen► and deciduous trees. Thick brush covers the ground along the north and east boundary areas of the site. LIU & ASSOCIATES, INC. September 11. 2011 Lainbrecht Short Plat L&A Job No. 11-061 Ilage 4 Geologic Setting The Geologic Map of the Edmonds East and Part of the Edmonds West Quadrangles ' Washington, by James P. Minard. published by U. S. Geological Survey in 1983, was referenced for the ecologic and soil conditions at tltc residence site. According to this publication, the surficial soil units at and in the vicinity of the subject plait are mapped as a Transitional Beds (Qtb) soil unit underlain by an Olympia Gravel (Qug) soil unit. The transitional beds soil unit is composed of glacial and non -glacial deposits consisting ' mostly of massive, thick. or thin .beds and laminae of gray to dark -gray fine -sandy to clayey silt. The fine-grained transitional beds soils were deposited in lakes at .sonic distance away from the ice fronvand in fluvial systems prior to the advance. of the glacial ice. The sediments were mostly deposited during the transitional period near the close of pre -Fraser interglacial (Olympia Interglaciation) ti nc and into early Fraser glacial time.. The transitional beds deposits generally arc very -stiff to hard and of extremely to A, permeability in its natural, undisturbed state. This soil unit, however. was not encountered in the test pits excavated on the site The Olympic gravel soil unit is composed of stratified sand and gravel -Arith very minor amount- of silt and clay, deposited during the Olympia interglaeiation. Due to their generally granular composition, the deposits 'of this soil unit are of moderately high permeability and drains well. the deposits had been glacially overridden and are ' generally dense to very -dense in their natural, undisturbed state, except the top few feet of soils which are normally weathered to a loose to medium -dense state. The underlying LIU & ASSOCIATES, INC. September t 1, 2011 Lambrecht Short flat L&A Job No. 1.1-061 Page fresh Olympic gravel deposits in their native undisturbed state can provide good foundation support with little settlement expected for light to moderately heavy structure,. Soil Condition Subsurface conditions in the area at the north end of -tile site were explored with two test pits. These test pits were excavated On August 29_ 2011, with a rubber -tired backhOc to depths of 9.0 and 7.5 feet. The approximate location.; of the test pits are shower 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 be considered only accurate to the measuring method used. I' A geotechnical engineer frcinl our office ,vas present during subsurface exploration, who examined the soil and geologic conditions encountered and completed lugs of test pits. ' . Soil samples obtained from each soil layer in the test pits were visually classified in general accordance with United Soil Classification System. a copy of which is presented ' on Plate 3. Detailed descriptions of soils encountered during site exploration are presented in test pit logs on Plate 4. Both test pits encountered a layer of loose organic topsoil from 12 to 18 inches thick. Underlying the topsoil is a layer of weathered soil of loose to medium -dense, slightly silty, fine sand, with a trace of fine gravel and some roots, about 2.0 to 2.8 feet thick. The weathered soil is underlain to the depths e.Viored by a dark -grown but clean deposit of LIU & ASSOCIATES, INC. September 11. 2011 Lambrecht Short flat L&A Job No. 11-061 Page 6 dense, niediurn to coarse sand, with a trace of tine gravel. This deposit is .interpreted as the Olympic gravel soil unit. Groundwater Condition Groundwater was not encountered by either test pits excavated on the site. The topsoil, weathered soil and the underlying 01vmpic gravel deposit are all of modcratcly high permeability and would allow stormwater to seep through easily. Water infiltrating, into the L7uund would perch on the surface of a low -permeability fine-grained deposit at such depth that it Should have minimal or no impact on the functioning of the proposed in f l trat i on trenches. DISCUSSION AND REC(}l4'C1tiiENDr?►TIONS ONSITE STORMWATER DISPOSAL General Based on the soil condition encountered by the test pits excavated on the: plat site, it is our . opinion that the fresh Olympic gravel deposit of clean medium to coarse sand soil under the north end of the site at shallow depth should be able to support the proposed infiltration trenches for disposing stormwater onsite. Construction of the infiltration -"- trt:tithi�§ should be monitored by a geotechnical engineer. Particle Size Distribution Tests ' Two soil samples, obtained from Test Fit i at 5.0 feet (referred to as Soil Sample 1) and Test Pit 2 at 4.5 feet (referred to as Soil: Sample 2) below grade, were selected for Particl.e LIU & ASSOCIATES, INC. a September 11, 2011 Lanxbreclit Short Plat L&A Job No. 11-061 Page 7 Size Distribution tests in laboratory to deternime _ the infiltration rate of . the targeted Olympic gravel deposit. The reports of these testa are presented on Plates A-t and A-2 in the attached APPENDIX. As-shov,n on the Particle -Size Distribution test reports, both suit samples were composed of gravclly fine to coarse sand, %vith a clay content of 4.V-• and gravel/sand content of 91.0% for Soil Sample'l, and clay content of 3.01R,'0 and 4raveVsand content of 90.3% for Soil Sample 2. According to the USDA Texture Triangle (from U.S. Department of Agriculture) chart, slioN%m on Plate A-3 in the attached Appendix. both mil samples can be classified as "sand". . Design Infiltration Rate for Infiltration Trenches The Stormwater Ivlanattement Manual for Western Washington. 2005 Edition. published by Washington State Dcpanment of Ecology, is used to estimate the design infiltration rate of the target soil for infiltration trenches to be constructed at the north end of the plate site. According to the table of Recommended Infiltration Rates Based on USDA Soil Textural Classification shown on Plate A-3. the shoe -term infiltrivion rate is estimated to be 8 iph (inches per hour) and the long-term infiltration rat 2 ip for both soil-sampies classified as "sand". As shown on the Particle Size Distribution test reports, the Djo size (the size of 10% passing) is 0.'0824 inch for .Soil Sample 1 and 0.0786 inch for Soil Sample 2. According to the table of Alternative Recommended Infiltration Rates .Based On AST_1 Gradation LIU & ASSOCIATES, INC. September 1.1, 2011 Lambrcclit Short Plat I:&A Job No. 1 1-061 Paate 8 Testing presented on Plate A4, the estimated long-tenn infiltration rate is 1.58 iph for Soil Sample I and 1.49 iph for Soil Sample 2. Based on the above, use recommend a design infiltration rage of 1 .5 iph be used for the design of the infiltration trenches to be constructed in the north end area of the site. ' Infiltration Trench Construction The trenches should be cut at least 6 inches into the underlying clean sand of Olympic . ' gravel deposit.. To reach this target soil layer the infiltration trenches would have to be excavated at least 4.5 feet deep. The soil unit at bottom of infiltration trenches should be verified by a geotechnical engineer. The infiltration trenches should be set bade at least 5 feet li•oni property lines. at least 8 feet from nearby building foundations, and at least 20 feet from the top of the steep slope of 40% or more. The soil unit and trench cut bank stability should be verified by a geotechnical engineer during excavation. The schematic presentation of an infiltration trench with a single dispersion pipe is shown - onP-latc 5. The infiltration trench should be at least 24 inches wide. The schematic presentation of an infiltration trench with multiple dispersion pipes is shown on Plate 6.. Multiple dispersion pipes, if used in an infiltration trench, should be placed at least 2 feet off the trench walls and spaced at no closer than 4 feet on centers. LIU & ASSOCIATES, INC. ' September 11. 2101.1 Lambrecht Short Plat I.&A Job No. 1 1-061 ' Page 9 The side walls of the trenches should be lined with a laver of non -maven filter fabric, ' such as TvliRAFT 140NS. The trenches are then filled with clean washed 14 to I-1,'2 inch ' gravel or crushed rock to within about 10 inches of the finish grade. The dispersion pipes should be constructed of 4-inch rigid PVC pipes and laid level in the gravel or crushed ' rock filled trenches at about !b inches below.the top of trenches. The top of the gravel or crushed rock fill should also be covered with the filter fabric liner. The remaining trenches should then be backfilled with compacted onsite clean soils. Stormivater ' t v° v driveways should be routed into a catch basin equipped -'Kith an oil - water over pave Q ' water separator before being released into the infiltration trenches. ' SETBACK I✓RoIi STEEP SLOPE According to the topographic map provided to us, a steep slope is mapped at and to the ' east of the southeast corner area of the site. This steep slope deuends northwesterly at grades of 40% or more from off the site to within about 2 to 3 feet inside the east ' houndary of the site. then decreases to about lMoto 33% as it continues further into the site. According to the above -referenced geologic map and the soils encountered by the test pits exeai~ated on the site, the site is underlain at shallow depth by dense sand deposit of the Olympic gravel soil unit. 'I3iis deposit is of moderate to high shear strength and is ' ---. quit"table, It is also -of moderately high permeability and would allow storm runoff to seep into the ground easily. Therefore, geologic hazards, such as erosion, Landslide and ' seismic damage should be minimal within the site. It is our opinion that the proposed development for the site may be set back at a hori=tal distance of no less than 10 feet from the toe of 40% or more slope in the area of the southeast. corner of the site. L IU & ASSOCIATES, MC. ' September 11. 140 11 L ambrecht Shut Plat L&A Job No. 11-061 ' Page 10 ' LIMITATIONS This report has been prepared .for the specific application to this project for the exclw;ive use by Mr. Schrieber and his associates, representative, consuitants and contractors. We recommend that this report, in its entirety, be included in the prpject 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 warranty of the subsurface conditions. The scope of this study does not include scr ices ' 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 tier design. considerations. Our rewmmcndations 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 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 of the site may vary from those encountered by the test pits. The nature and extent of such variations may not become evident until construction ' starts. If variations appear then, we should be retained to re-evaluate the LIU & ASSOCIATFS,INC. September H.2011 Lambrecht Short flat L&A Job No. 11-061 Page I 1 recommendations of this report, and to verify or modify them in writing 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 reel line to contact us if -ou have any questions regarding this report or need further consultation. "ours ve-r4 truly, LII SOCiATRS. PVC. ff;v p 1 J. S. Oulian) Liu. MD.. PT, Consulting Geotechnical Engineer lea'eoamaen+ava,.,+.wW.v..,s}.y.:o Six Plates and Appendix attached LTU & ASSOCIATES, INC. ! f sw PROJECT 2' �_,� SITE i r •:: iy-- --r= a.•.. 4, . .... j motif FA +� ��4_13-a• FL 41 IE_T?? :s�.`-i 4 �:.i i -.. PL St. : hY Tt 57E1 3E 1 ilti' =h: "terBLOT lnjf c, s SW � � `�-'' f.ERPV ST �/ti� ll� „li_ .; war 1515^• 53 3 - °L C i 19EyJ i -5 Sit —� -_— •r_ � �: •�4 a�� : his � ,�i „ a � :z.m. - - _;� i •b G,a�,t, Dili. � _' ,;:� `-,�;•4 /iT+ 1 • C 1 t*v . ., -`i�:`y``�.- i= �: +"s t ,n'`- f c7•ISIIi �`.ci:l �q{ - � !_.' 3; 3� ?tea l • �,,. f f� ?� t i9m E 19��6TH S I � �' I SW , `1 DR • ::i` MEIrJCf _'€ VFi � olet, PUGETf ' i.. '-' a t�' '?'�"s�•c IF �. / r- R 8k k tNE 92 f y z 4R� . PERS ST J ---.. to J , - ? Y15iA' +: C ' /per r.ikw st51A - + a�B'' - itt/ I{ - _ 20111 �r . T SO L SRACKci?S' rr;z? r� <.i - SIERRAGa F i. IM.'xu J r CRfili -mac: • Ki" --j-- -�' ' I �• sit} r1D h1 �• c i SIF . -1" � µ't¢+` c.W V In bC7! r ,/ Q `tea_ n �'` GT• c' GCEA ST Q '' S1FR0.AS� 5t EY : Cx J m mawas ! r — v • ;�,1 r .: s 13 4� �1 I SPRAGH NF� MAN Sir � �� . s[tf'. c�_ �� ~}.�-.• wq �� St to '. � I � v r y ��" .:n! •v m rev yr yrii O�IYi(lIi : f ST - mp s• ' Fb-- s � ST 3C r d y s:.c ~ A:DE 9� i it ;:' . 2 �1 ;y 0D 21ZrA ILRIX.w ... CFi1A.R 6� ._. 4talfbtL '•111r+ `,`T,, w0 __'..i - pia...._ . N r—m • . i:T3I. - VICINITY MAP LIU & ASSOCIATES, INC. LAMBRECHT SHORT PLAT 9441 OIYMPIC VIEW DRIVE c:wbachnkmi Enghmring - Enginee ft Gookyy - Eaft sly EDMONDS, WASHINGTON aoe No. ��-os� SATE 9r5r2oii to f ± i `� J - :.Sri- !,>: •�� i �. IV r t ` ,ill ! r� t �.•�,.� .9 -`per 9 . j d f�� •�F 74, I LIU & ASSOCIATES, INC. GaoWdwdcW Enlnftnpg, EnomwiN cedogr EafM Sdenct SITE AND EXPLORATION LOCATION PLAN LAMBRECHT SHORT PLAT . 9441 OL YMPIC VIEW DRIVE EDMONDS. WASHINGTON UNIFIED SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP , GROUP NAME SYMBOL GRAVEL CLEANN GW I t im-:1 L- RADED GRAVEL, F-\='0 CCARGE GP,AVEL COARSE- THAN ^ 4> GRAVEL I GP POORLY -GRADED CP:AVcL GRAVEL WITH GM SILTY GRAVE GRAINED COARSE FRACTION SOILS RE-AINEDON NO 4SIEVE FINES GC CLAYEY GRAVEL SAND CLEAN SW ELL GRADED SAND FINE -c COARS= SA%D Sp QGGRLY.GPADEd SAD;3 MORE THAN 5006 MORE THAN," OF SAND SAND WITH SM SILTY SAND RETAINED ON THE COARSE FRACTION SC v(hYEl SAND NO. 200 SIEVE PASSING NO. 4 SIEVE .FINES FINE- SILT AND CLAY INORGANIC ML S;; CL CLA"' GRAINED LIQUID LIMrr ORGANIC OL ORG;ANIC SILT, ORGANIC CLAM SOILS LESS THAN 50% SILTY AND CLAY INORGANIC SILT. OF -HIGH RL4S T ICI i Y, ELASTIC SILT PA��RE TKAN ti� CH G_4'! .DF HIGH PLASTICITY, FAT CLAY PASSING ON THE ;.tGUlp LIMIT ORGANIC OH ORGANIC S LT, ORGANIC &LT NO. M 52EVE 509b OR MORE HIGHLY ORGANIC SOILS I PT PEAT AND OTHER HIGHLY :ORGANIC &31'-S NOTES, SOIL MOISTURE MODIFIERS: 1 FIELD CLASSIFICATION 15 BASED 014 VISUAL EXAMINATION DRY A$SLNCE OF MOISTURE, DUSTY. DRY TO OF SOIL IN GENERAL ACCORDANCE WITH ASTM 02488.83. THE TOUCH 2. SOIL CLASSIFICAT `ON USING LABORATORY TESTS iS BASED SLIGHTLY MOIST - TRACE MOISTURE, NOT OUSTY ON ASTM 02487-33. MOIST - DAfy P. SLIT NO VISIBLE WATER 3. DESCRIPT!ONS OF SOIL DENSITY OR CONS,15TE14CY ARE '++ERY MC;ST - VERY DaiP, MOTS T LORE FELT TO THE TOUCH BASED ON INTERPRETATION OF BLOW -COUNT DATA. VISUAL VVET- VISIBLE FREE WATER OR SATURATEO, APPEARANCE OF SOILS, ANWOR TESY DAIA. USUALLY SOIL IS OBTAINED FROM BELOW WATER TABLE LIT & ASSOCIATES, INC. UNIFIED SOIL CLASSIFICATION SYSTEM Gewachnical Engineering Ergine" Geoff EeAh SclWm PLATE 3 TEST PIT NO. 1 Logged By: JSL Date: 8t29f2011 Ground El. ± Dep-th 3. USCS I CLASS. Soil Desert Lion Sample Na. W % Other Test OL Dark -brown. loose, organic, silty ftne SAND, with tine roots. dry t (TOPSOIL---,----------------------- --- SP — Brown, loose to medium -dense, slightly silty, fine SAND, trace 2 gravel, veth roots, dry 3 A------------------------------------------ SW Dark brown, dense, clean, medium to coarse SAND, trace fine 5 gravel, moist 8 " 7 8 s Test ,pit terminated at 8.0 ft, groundwater not encountered. t r3 TEST PIT NO. 2 Lomed BY: JSL Date: W912011 Ground El. ± Depth ft. USCS CLASS ISa•rple Soil Description { No. W % Other Test OL Dark -brown, loose. organic, silty One SAND, wiith roots, dry 1 (TOPSOIL) 2 — — — ---------------------------------- SP Brown, loose to mediu n-dense, 9VWy silty, fine SAND, trace 3 gravel, with roots, dry 4 — -- ---------------------------------- SW Dark -brown, dense, dears. medium to coarse SAND, trace fine gravel, moist 8 7 8 s Test pit terminated at 7.5 It groundwater not encountered. 10 LIU & ASSOCIATES, YNC. Qeotechnical E.ngmeeriM - Eaglnee*V Geo&W • E.arrth 8denoe TEST PIT LOGS LAMBRECHT SHORT PLAT 9441 OLYMPIC VIEW DRIVE EDMOND, WASHINGTON ,toe NO. 11-061 DATE 0f512011 PLATE r u'1 � p3 77 d V � 2 s~L 3 91 's s� NFILTRA-nON TRENCH - SINGLE DISPERSION PIPE IU & ASSOCIATES, INC. LAMBRECHT SHORT PLAT 9441 OLYMPIC VIEW DIVE Gootec haiml Engine • i_regoee&a Goolow • f-80 scw= EDMONDS. WASHINGTON I . A= C m t O Al oo' Q .ea ° CIa� 00� INFILTRATION TRENCH - MULTIPLE DISPERSION PIPES LIU & ASSOCIATES, INC. L.AMBRECHT SHORT PLAT 9"l OLYMPIC VIEW DRIVE WASHINGTON Geu�udra! E'+9�+�9 - E�^9 �8Y •Earn Sdenr:enc e EDMONDS, APPENDIX Particle Size Gradation Test Report Lambrecht Short Plat 9441 Olympic View Drive Edmonds, Washington L&A Job No, 11-061 LIU & ASSOCIATES$ INC. Lr LU Z iz IASTM C1 171136 Particle Size Distribution Report IE 90 4-4 V 70-1--tlt:`i��' _` '��= j - � � .- '��- ilk l I a i i I 30 i w a I w A, 20 o F"! i sw ion to 0.01 0.001 ref-M-111ka I % COBSUS % GRAVEL % SAND CRS. FINE —F—CRi, f - a�,U FIRE S&T CLAY 43.9 4.9 0.0 41 1 WEVE. SUE I POM- off F * EMRt SKC.* PERCEM PASS? (X--*O) 3M in, 1 100.0 5t8 iL - -98-5 1.12 iL 98.5. 375 in. 98-5 #4 98-1 #10 97.9 #40 52.9 000 9.0 0.0326 mm 6-9 0.0209 tom. 5.9 0.0120 MM, 59 0.0095 MaL 4.9 OM61 mul, .4.9 O.OMMM 4.9 0.0012 win 3.0 Soil Descdyflon Porwly grade 8W with nIt Aogbem Urnks PL= LL= PI= 085= 116 D60= 0.334 D50-- UP— �y0.204 D,5= 0.113 Die 6.48 Ce 0-95 Can USCS= SP-SM AASWO= A-3 F.K=0.03 Swepw No.: 990.g Source of Sample: Lawbredtt Shod Plat 011-060 Daw: 9L-9-7011 WeviDepft 5.W Project 201ILaborah"Tesdrig r-40CAM TMMLJ%BCX*IA IIUMY. R%IC-- � W-+e+x Mr , av,03W-WAM IWO— PL� "Iwo& O: 0911-'bm -=CRIWIM0410 EL*L N28 Robert Al n— FLATE. IM] w M ASTM C1 17/136 Particle Size Distribution Report o l a_ j j e t � ,; �. SM 400 MVE SIZE PERGOtr FLIER SPEC.* PASS?. MWOENT (X=NO) 1112 in. 100.0 375 in. 99.6 #4 99.3 #10 97.1,' 00 42.1 #M .9.7 0.0324 mm. 7.9 0.0206 xnm 6.9 0.0120 VML 5-9 CLNBS --. 4.9 0.0061 MM.. y 3.9 0.0030 UM I 3.9 0.0012 Ram. 3.0 fay MINI xeir -MM I Soil ENmylig6on W,UV.a" Atterbem Umfts PL= LL= F1= Coeffiel D85= 1.45 D60-- 0.7333 050= 0--46_ D-4n= 0173 C;= 9.32 USCS-- SW-Shl AA;SKFD= A-1-b Fit-0.01 sample No.: 9907 Swrce of Sample: lmnbmft Shad Flu #11.060 Date: 9-9-201 L LgaMon: MwMepft 4..5' • Crient lAd &Assodstca ProjeCt 2011Labm-&mTcsdng t�E,� LAEK3R-W ATC*. U-4C7- GL W4CX�I=M�4 / C;OAV#%� I-A�-Vvct, , MIL "MI—OU-M Pmkict No. 0911-28 'Robert Ajkrpan ."ax �� d9ftMS4 ]ME= I;II;=!I WOOD - . PLA-Tr-- A-Z USDA Soil Textural Triangle Table Recommended Infiltration Rates based'on USDA Soil Textural Classification. *Sbart_Term tion Estimated Long Ttrm Soil Textural Classification IafiYtration actor, i'F Pallor F (Design) infdtration Rate Rate �a.lhr in-thr Clem sandy gravels and 20 2 10 gra,milp sands (i.a., 90% of the tom] sag sample is maincd in the'10 sitve Sand 3 d 2 14my Sand 2 A 0.5 Sandy Loam 1. 4_ 0.25. . Loath 0.5 4 0.13 , "From W12IA L-14 19". rLATE. A,-3 Correction factors higher than those provided in Table 3.7 should be considered for situations where long-term maintcnam;:; tiNr.ill he difficult to implement, where little or no pretreatment is Anticipated, it where site conditions are highly variable or unecrtain. These situations require the use of best professional judgment by the site engineer and the approval of the local jurisdiction. An Operation and Maintenance plan and a financial bonding plan may be required by the local jurisdiction. 2. ASTM Gradation Testing at Full Scale Infiltration Facilities As an alternative to Table 3.7, recent studies by Nfassmmnn and Butchart (2000) were used to develop the correlation providW in Tablc 3.8. These studies compare infiltration measurement., from full-scale infiltration facilities to soil gradation data developed using the ASTM procedure (ASTM D422). The Primary source: of the: data used by Massmann and Butchart was from Wiltsie (1998), who included limited infiltration studies only on Thurston County sites. However, Massrmann and Butchart also included limited data from King and Clark County sites in their analysis. This table provides reeomtmended long-term infiltration rates r that have been correlated to soil gradation parameters using the AS*I'M soil gradation procedure. "fable 3.9 can be used to estimate long-term dcsi;n infiltration rates directly from soil gradation data, subject to the: approval of the local Jurisdiction. As is true of Table 3.7, the long -feria rates provided in Table 3.8 represent average conditions regarding site variability, the degree of long-term maintenance and pretreatment for TSS control. `the Icing -term infiltration rates in Table 3.8 may need to be decreased if the site is highly variable* or if maintenance and influent characteristics are not well controlled. The data that forms the basis for Table 3.8 was from soils that would be classified as sands or sandy gravels. No data was available far finer soils at the time the table was developed. Therefore, Table 3.8 should not be used for soils with a dro size (10% passing t7ie size listed) less than 0.0.) MITI (J S. Standard Sieve). Alternative Recommended Infrltration Rates based on ASTM Gradation Testing. Dro Size from A:STAI D422 Soil Gradation Test (mm) Estimated Loug-Term (Design) infiltration Rate (fnJhr) 0,4. 9 03 �•�' 0.2 3.5" 0.1 2.0" 093 0.8 • Na nzammcodw for acumat • ktfa to SWA aid SSC-6 for econca waaglabi!4 ait k February 2= volume W Hytlr Ana{ysds and Flow Control BMPs �� A-4 LIU & ASSOCIATES, INC. Geoteohnical Engineering _ Engineering Geology April 2.2013 Mr. Scott Schrieber Ronscott Construction 761 Daley Street Edmonds, WA 98020 Dear Mr. Schrieber: Subject: In -Situ infiltration Test ' Lambrecht Short Plat 9441 Olympic View Drive Edmonds, Washington ' L&A Job 1NFo. 11-061 Earth Science INTRODUCTION We previously completed a geotechnical investigation to evaluate feasibility of onsite ' stormwater disposal for the subject development project, with our findings of the project site conditions and our conclusion and recommendations presented in. our 9/1If2011 ' report tilted "Geotechnical Investigation and Recommendations, Lambrecht Short R Plat, 9441 Olympic Vier- Drive. Edmonds. Washington." Test pits excavated previously on the site found it underlain by an advance out-%vash deposit of clean, medium to coarse sand ' at about 3.8 feet below the existing grade along the north side of the site. We also conducted soil particle size distribution test in laboratory on two soil samples taken .from this advance out«'ash deposit. From the test results and based on the D10 size method in accordance with the Washington State Department of Ecology 2005 StormwFater ' Management Manual for Western Washinglon. we determined the design infiltration rate 19213 Kenlake Place NE - Kenmore, Washington 98028 ' Phone (425) 483-9134 - Fax (426) 486-2746 April 2, 2013 Lambrecht Short. Plat L&A Job No. 11-061 Papae 2 v for design of infiltration trenches constructed into the advance outwash deposit to be 1.5 iph (inch per hour). This rate determined by the Dto size method may be on the conservative side for advance outtiti,ash soil. At your request, we have conducted one in - situ infiltration test to determine more accurately* the design infiltration rate of the advance outwash soil in the drainage area of the site. Presented in this report are the result of the infiltration test and our revised recommendations for onsite stormwater disposal. TEST PIT LOCATION AND SOUL CONDITION The location of the infiltration test, IT-1, is shoitim on Plate 2 attached hereto. The soil condition at. this location was consisted of about 1.3 feet of topsoil, underlain by a layer of brown. slightly silty. fine sand; about 1.7 feet thick. This soil layer was underlain to the bottom of the test pit by a fresh advance out-,vash deposit of brown -gray-, dense, fine to medium sand with trace gravel. Groundwater was not encountered by the test pit. WFILTRATION TEST PROCEDURE The in -situ infiltration test we conducted for this project was carried out in accordance with the procedure outlined in Washington State Department of Ecology 2005 Stormy water M e nt Manual for Western Washington. First, a pit about 10 feet by ' 10 feet b-y 3.3 feet de was excavated out at the test location. A smaller pit about 5.0 ' feet by 4.0 fee y a out 2.0 feet deep was then excavated out in the middle of the larger pit. The inner small .r pit was measured for dimensions of its bottom area, then tilled LIU & ASSOCIATES, INC. i April 2, 2013 ' Lambrecht. Short Plat L&A Job No. 11-061 Page 3 with water for hours until the amount of water infiltrating into bottom of the pit reached a stcady state (i.e., the volume of water infiltrating into the ground through bottom of the pit was the same as volume of water discharged into the bit while water in the pit was kept at a constant level) for at least an hour. Clear tap water was used in the test. The infiltration rate into the inner smaller pit was then determined by the constant head method with the volume of water discharged into the pit measured with a flow meter attached to the hose conveying water from the faucet into the pit for a period of one hour. Over the elapsed time of one hour the flow meter measured 128 gallons of water being discharged into the pit. This converts to, with a bottom area of the pit at 20.0 square feet_ an infiltration rate of 10.3 iph (inches per hour). CONCLUSION AND RECOMMENDATIONS The infiltration rate of the advance out% ash sand deposit underlying the north side of the site was determined to be 10.3 iph. Based on a correction factor of 4, the design infiltration rate of the advance oum ash sand deposit should be 2.57 iph. We recommend a design infiltration rate not to exceed 2.5 iph be used in design of the infiltration trenches to be constructed on the north side of the site for onsite stonmwater disposal. The remaining recommendations in our 9.11/2011 report should still be applicable for the subject project. All geotechn.ical construction work of this project should be inspected by a geotechnical engineer. LIU & ASSOCIATES, INC. April 2, 2013 Lambrecht Short Plat L&A Job No. 11-061 Page 4 ' LIMITATIONS This report has been prepared for the specific application to this project for the exclusive use by Ronscott Construction and its associates, representatives, consultants and ' contractors. The conclusions and interpretations in this report, however, should not be 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 the geologic and soil conditions encountered in the test pit. our experience and engineering judgment and the infiltration ' test results. 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. ' T"he actual subsurface conditions of the site may vary from those encountered by the test pit. The nature and extent of such variations may not become evident until construction starts. If variations appear 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 of the proposed development. LIU & ASSOCIATES, INC. April 2.. 2013 Lambrecht. Short Plat L&A Job No. 11-061 Page 5 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. Plate 2 attached. G S, Yours eery truly. L" 1 SSOCIATES. INC. J. S. (Julian) Liu, Ph.D... P.E. Consulting Geotechnical Engineer LIU & ASSOCIATES, INC. J .• i � -,sue,- � � . '! •", �1 1 L fly � � ' ,$ �� ;• r•• .."" —�" "•----�...-..._...-.:•-'� b ; � ':Via+. � , A. r, 59'48'00' W 162.10 4 14r--A Of-- >4)d I} LIU & ASSOCIATES, INC. Geotechnieai Engineering • Engineering Geology • Earth Science SITE AND EXPLORATION LOCATION PLAN LAMBRECHT SHORT PLAT 9441 OLYMPIC VIEW DRIVE EDMONDS, WASHINGTON CITY OF EDMONDS DEVELOPMENT INFORMATION HANDOUT #E72C Lovell-Sauerland and Associates Drainage Report LSA No. 5316 LSR Lambrecht Short Plat North Lot January, 2015 #E72 C of E D,tijo� City of Edmonds Development Information �4c. 1890 COMPOST -AMENDED SOIL: HOW TO MEET THE STORMWATER MANAGEMENT REQUIREMENT FOR SMALL SITE PROJECTS This handout provides information on the options available to meet the stormwater management requirement for compost -amending soils on Small Site Projects. For more details on stormwater management requirements, see Handout #E72, Edmonds Community Development Code (ECDC) Chapter 18.30, including Exhibit A: Edmonds Stormwater Code Supplement (Supplement). INTRODUCTION This handout helps you to: 1. Determine which areas of your site, if any, require compost -amending. 2. Provides two options for meeting the requirement including detailed description of how to compost -amend the soil and what materials to use. The requirements in this handout only apply to Small Site projects'. Large Site Projects that are subject to the requirements of the Western Washington Phase 11 Municipal Stormwater Permit (Ecology 2009) should not use this handout. If soil amending is required at a Large Site Projects, the soil quality and depth BMP T5.13 for compost -amending, in Chapter 5 of Volume V of the Stormwater Manual must be used. APPLICABILITY Small site projects that need to meet Minimum Requirement (MR) #5, Onsite Stormwater Management/Low Impact Development Techniques for Controlling Runoff and MR #7, Flow Control must also compost -amend soils in all disturbed pervious surface and converted pervious surface areas (see definitions below). This Best Management Practice (BMP) is required to restore the water holding capacity of the soil in these areas. The standards for MR#5 and/or MR #7 are based on the assumption that all disturbed pervious surface and converted pervious surface areas will be compost -amended See Handout #E72 for site classification. to City standards. For more information on whether your site is required to meet these requirements see Handout #E72, ECDC Chapter 18.30 and the Stormwater Code Supplement. DEFINITIONS Disturbed pervious surface: Any part of a pervious area that is disturbed during a development or redevelopment project, but remains pervious after the project is completed. Converted pervious surface: Land cover changed from native vegetation to lawn, landscape, or pasture areas. OPTIONS FOR MEETING THE STANDARD Table 1 provides two options: 1. Compost -amending existing soils 2. Importing a topsoil/compost mix. Either method is acceptable if the requirements in the table are met. 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